CN109356208A - The simulation test device and method that evaluation deep soil sleeve valve barrel grouting is reinforced afterwards - Google Patents
The simulation test device and method that evaluation deep soil sleeve valve barrel grouting is reinforced afterwards Download PDFInfo
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- CN109356208A CN109356208A CN201811494164.9A CN201811494164A CN109356208A CN 109356208 A CN109356208 A CN 109356208A CN 201811494164 A CN201811494164 A CN 201811494164A CN 109356208 A CN109356208 A CN 109356208A
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- 239000002689 soil Substances 0.000 title claims abstract description 93
- 238000012360 testing method Methods 0.000 title claims abstract description 39
- 238000004088 simulation Methods 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 title claims abstract description 23
- 238000011156 evaluation Methods 0.000 title claims abstract description 21
- 238000007569 slipcasting Methods 0.000 claims abstract description 23
- 230000000694 effects Effects 0.000 claims abstract description 17
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 16
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 9
- 239000011257 shell material Substances 0.000 claims description 28
- 239000003921 oil Substances 0.000 claims description 25
- 239000004816 latex Substances 0.000 claims description 19
- 229920000126 latex Polymers 0.000 claims description 19
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 19
- 239000010720 hydraulic oil Substances 0.000 claims description 7
- 239000002002 slurry Substances 0.000 claims description 7
- 210000001367 artery Anatomy 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 210000003462 vein Anatomy 0.000 claims description 6
- 238000012669 compression test Methods 0.000 claims description 4
- 238000011161 development Methods 0.000 claims description 4
- 238000013507 mapping Methods 0.000 claims description 4
- 238000007634 remodeling Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 238000007596 consolidation process Methods 0.000 abstract description 2
- 230000009466 transformation Effects 0.000 abstract description 2
- 238000011160 research Methods 0.000 abstract 1
- 108010066057 cabin-1 Proteins 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 230000018109 developmental process Effects 0.000 description 3
- 210000003128 head Anatomy 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 241000208340 Araliaceae Species 0.000 description 1
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 1
- 235000003140 Panax quinquefolius Nutrition 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000008030 elimination Effects 0.000 description 1
- 238000003379 elimination reaction Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 235000008434 ginseng Nutrition 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000009738 saturating Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 230000001568 sexual effect Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
The simulation test device and method reinforced the invention discloses rear evaluation deep soil sleeve valve barrel grouting, which includes experimental cabin, confining pressure system and grouting system, for evaluating slip casting effect；Deep soil sleeve valve barrel grouting Reinforcement Theory is enriched, the best techniques parameter that the stratum is reinforced about sleeve valve barrel grouting is specified by designing the parallel test of different grouting parameters using imitative experimental appliance.The method of the invention scene of can effectively restoring, any factor of transformation compare research, effectively break the limitation to the evaluation of deep formation grouting consolidation effect, are widely used in the test simulation of sleeve valve barrel grouting reinforcing of different deep soil layers.
Description
Technical field
The invention belongs to stratum grouting reinforcement technique fields, and in particular to what rear evaluation deep soil sleeve valve barrel grouting was reinforced
Simulation test device and method.
Background technique
Sleeve valve barrel grouting is a kind of more advanced method for handling soft native compressibility at present, it can be carried out depthkeeping, determines
The advantages of measuring, point sequence, segmentation, interval, repetition slip casting, having concentrated fracture grouting method and press injecting method, sleeve valve barrel grouting is reinforced
Two, 30 meters of deep formation can be directed to.Reasonable, effect reliably optimal application, the mini-valve tube of deep formation are designed to reach
Slip casting needs to carry out field test before implementation, draws a circle to approve a pocket, the position in design experiment hole at the scene first, and drilling machine is opened
Hole, mud off, injection sleeve shell material, lower mini-valve tube, deep soil slip casting, however the evaluation to deep formation grouting consolidation effect
In the presence of many limitations: test site can only carry out once grouting test, it is difficult to have comprehensive assurance to each impact factor is tested；It is real
Boring and coring can only see local extremely limited slurry arteries and veins situation after testing；Then there is the hidden of deep soil in water filling detection test
The raw sightless X factor of more naked eyes of sexual partner.Therefore, a kind of simulation test for distinguishing field test, simulation how to be designed
Soil body crustal stress situation allows to convert any factor pair grouting in soil mass comparative test, can intuitively the visible deep soil of naked eyes tuck inside the sleeve valve
Pipe slip casting effect, and further testing inspection evaluation sleeve valve barrel grouting effect can be done accordingly, enrich deep soil sleeve valve barrel grouting
Reinforcement Theory is a technical problem to be solved urgently always.So there is an urgent need to a kind of reduction scene, any factor pair ratios of transformation to grind
The simulation test device that the deep soil sleeve valve barrel grouting study carefully, evaluated after slip casting is reinforced.
Summary of the invention
It is an object of the invention to deep soil sleeve valve barrel grouting is evaluated after providing in place of overcome the deficiencies in the prior art
The simulation test device and method of reinforcing solve grouting test number limitation in above-mentioned background technique, slurry arteries and veins range of observation has
It limits, be difficult to the problems such as overall merit effect.
The technical solution adopted by the present invention to solve the technical problems is: deep soil sleeve valve barrel grouting is evaluated after providing
The simulation test device of reinforcing, including experimental cabin, confining pressure system and grouting system；
The experimental cabin is columnar soil model, and the soil model is restored by surveying identical soil body type through remodeling
It is formed；
The confining pressure system includes pedestal, counter-force cylinder, latex septum, permeable slabstone and injected hole；During the counter-force cylinder is
Void column body, is set on pedestal, and the permeable slabstone is removably covered on the upper end of counter-force cylinder；Setting in the counter-force cylinder
There is experimental cabin, the lateral wall of the experimental cabin is coated with latex septum；The latex septum, the counter-force inside wall of cylinder, permeable slabstone and
Pedestal surrounds to form pressure chamber, and hydraulic oil is filled in the pressure chamber；It is connect at the top of the permeable slabstone and experimental cabin, it is described
The hole body of injected hole from top to bottom runs through permeable slabstone and gos deep into soil model, and hole body depth reaches the one of soil model height
Half；
The grouting system includes determining hole pipe, sleeve shell material, mini-valve tube and grouting equipment；It is described to determine hole pipe and be used to form slip casting
Hole, the sleeve shell material are set in injected hole, and the mini-valve tube is set in sleeve shell material, and the grouting equipment is set to confining pressure system
System is external and is connected to mini-valve tube, is used for the slip casting into mini-valve tube.
In a preferred embodiment of the present invention, the counter-force cylinder is equipped with oil inlet and oil outlet, and the oil inlet is set to
The bottom of counter-force cylinder is simultaneously connected to external hydraulic pressurized equipment, the oil outlet be set to counter-force cylinder to lateral roof.
In a preferred embodiment of the present invention, offer through hole on the permeable slabstone, the through hole be opened in
The hole body of soil model is connected to.
In a preferred embodiment of the present invention, the through hole includes a centre bore for being set to permeable slabstone center,
Remaining through hole surrounds the equiangularly spaced distribution of centre bore in plum blossom-shaped.
In a preferred embodiment of the present invention, the bottom for determining hole pipe is conical closed, the end of the injected hole
End is in cone.
In a preferred embodiment of the present invention, the soil model is cylindrical body, and the counter-force cylinder is hollow circuit cylinder, described
Permeable slabstone is plectane.
The present invention also provides the simulation experiment methods that rear evaluation deep soil sleeve valve barrel grouting is reinforced, including walk as follows
It is rapid:
(1) it establishes the soil model of experimental cabin: strata condition is determined by geological mapping, be derived from identical soil body type, weight
Modeling restores live strata condition, forms the soil model of experimental cabin；
(2) it establishes confining pressure system: the lateral surface of the soil model being surrounded with latex septum, is placed on pedestal later
Counter-force cylinder in, there are certain intervals on the inside of the latex septum and counter-force cylinder；The permeable slabstone lid equipped with through hole is taken away to set
It is connected in the top on counter-force cylinder, guaranteeing permeable slabstone and soil model, and permeable slabstone, the counter-force inside wall of cylinder, latex septum, bottom
Seat surrounds and forms pressure chamber；Hydraulic oil is full of in the pressure chamber, according to the crustal stress of deep formation to be reinforced to the soil body
Model pressurization, completes the foundation of confining pressure system；
(3) grouting and reinforcing: hole pipe will be determined across permeable slabstone, soil model is inserted vertically into its half depth, forms note
Starch hole；When the stress of soil model reaches predetermined value, hole pipe is determined as the injection of sleeve shell material is slowly extracted out, until determine hole pipe completely
Extraction, sleeve shell material are also filled in injected hole；Immediately tripping in mini-valve tube, vertical center are fixed in sleeve shell material, to sleeve shell material
It coagulates to prescribed strength, passes through gradually slip casting in grouting equipment elder generation mini-valve tube；
(4) it evaluates afterwards: after to grouting and reinforcing, falling hydraulic, unload permeable slabstone and pedestal, exposed sleeve valve barrel grouting
Soil model after reinforcing, removing slurry arteries and veins or development axial compression test, evaluate slip casting effect；And then by designing different slip casting ginsengs
The best techniques parameter that the stratum is reinforced about sleeve valve barrel grouting is specified in several parallel tests.
In a preferred embodiment of the present invention, the bottom for determining hole pipe is in circular cone closed.
In a preferred embodiment of the present invention, the counter-force cylinder is equipped with oil inlet and oil outlet, and the oil inlet is set to
The bottom of counter-force cylinder, the oil outlet be set to counter-force cylinder to lateral roof.
The technical program compared with the background art, it has the following advantages:
The sleeve valve barrel grouting that simulator of the present invention and analogy method are applied to deep soil is tested, simulator
Soil body crustal stress situation is simulated using hydraulic pressurization, allows to convert any factor pair grouting in soil mass and compares test, it can be intuitive
Visually visible deep soil sleeve valve barrel grouting effect, and further testing inspection evaluation sleeve valve barrel grouting effect is done accordingly, it enriches
Deep soil sleeve valve barrel grouting Reinforcement Theory.Present invention can apply to the simulation test in relation to sleeve valve barrel grouting, strong applicability, behaviour
It is easily achieved, provides a kind of new simulation thinking for the sleeve valve barrel grouting test of deep soil.
Detailed description of the invention
Fig. 1 is confining pressure system top view of the present invention.
Fig. 2 is the device cross-sectional view before the lower sleeve shell material of the present invention.
Fig. 3 is the device cross-sectional view after the lower sleeve shell material of the present invention.
Fig. 4 is grouting equipment structural schematic diagram of the present invention.
Wherein, arrow indicates hydraulic oil compression aspect.
Specific embodiment
Embodiment 1
Please refer to Fig. 1-3, the simulation test device that the rear evaluation deep soil sleeve valve barrel grouting of the present embodiment is reinforced, including
Experimental cabin 1, confining pressure system and grouting system；
The experimental cabin 1 is columnar soil model, determines strata condition by geological mapping, soil model is derived from identical
Soil body type, and further laboratory remodeling, restore live strata condition；
The confining pressure system includes pedestal 4, counter-force cylinder 53, latex septum 51, permeable slabstone 3 and injected hole；
The counter-force cylinder 53 is hollow cylinder, is set on pedestal 4, the permeable slabstone 3 is removably covered on counter-force
The upper end of cylinder 53；Experimental cabin 1 is provided in the counter-force cylinder 53, the lateral wall of the experimental cabin 1 is coated with latex septum 51,
Latex septum 51 encloses the entire column side face of soil model, has elasticity；The latex septum 51,53 inner wall of counter-force cylinder,
Permeable slabstone 3 and the encirclement of pedestal 4 form pressure chamber 52, hydraulic oil are filled in the pressure chamber 52, according to deep to be reinforced
The crustal stress on stratum pressurizes to soil model；The counter-force cylinder 53 is equipped with oil inlet 54 and oil outlet 55, and the oil inlet 54 is set
It is placed in the bottom of counter-force cylinder 53 and is connected to external hydraulic pressurized equipment, the oil outlet 55 is set to the opposite side top of counter-force cylinder 53
Portion.
It is connected at the top of the permeable slabstone 3 and experimental cabin 1, the hole body of the injected hole from top to bottom runs through permeable slabstone 3
And go deep into soil model, and hole body depth reaches the half of soil model height；The injected hole includes offering on permeable slabstone 3
Through hole 31, and it is opened in the lower part hole body of soil model, the end of the injected hole is in cone；
The grouting system includes determining hole pipe 21, sleeve shell material 22, mini-valve tube and grouting equipment 6；The bottom for determining hole pipe 21
Portion is conical closed, is used to form injected hole, the sleeve shell material 22 is set in injected hole, and the mini-valve tube is set to set
In shell material 22, the grouting equipment 6 is set to confining pressure exterior and is connected to mini-valve tube, is used for the slip casting into mini-valve tube, institute
Grouting equipment 6 is stated equipped with pressure gauge.
In the present embodiment, the soil model is cylindrical body, and the counter-force cylinder 53 is hollow circuit cylinder, the permeable slabstone
3 be plectane, and permeable slabstone 3, pedestal 4 are removably connected with 53 paper of counter-force cylinder, it is exposed soil model after grouting and reinforcing
There is provided may.The present embodiment uses seven apertures in the human head permeable stone plectane, and the through hole 31 on plectane is set to permeable 3 center of slabstone including one
Centre bore, remaining 6 through hole 31 in plum blossom-shaped surround the equiangularly spaced distribution of centre bore.Its water penetration is simulation slip casting
When pore water pressure dissipation provide channel, more meet actual formation slip casting situation, to a certain degree elimination boundary effect.
The present embodiment determine hole pipe 21 according to 31 quantity of through hole be arranged, bottom be in circular cone closed, quantity seven, in advance
The seven apertures in the human head for initially passing through plum blossom-shaped on permeable stone plectane is inserted vertically into the half depth of soil model, one-step pore-creating effect.When
Resistance to shear of soil reaches predetermined value, determines hole pipe 21 as the injection of sleeve shell material 22 is slowly extracted out, is fully drawn out until determining hole pipe 21, covers
Shell material 22 is also filled in hole.
The mini-valve tube is to finish tripping in immediately in the injection of sleeve shell material 22, and vertical center is fixed, and sleeve shell material 22 is wait coagulate to rule
Determine intensity, grouting equipment 6 starts mini-valve tube gradually slip casting.It can fall hydraulic after grouting and reinforcing, it is permeable to unload seven apertures in the human head
Stone plectane and pedestal 4, the soil model after exposed sleeve valve barrel grouting reinforcing, removing slurry arteries and veins or development axial compression test etc., evaluation
Slip casting effect specifies the optimal skill that the stratum is reinforced about sleeve valve barrel grouting by designing the parallel test of different grouting parameters
Art parameter.
Embodiment 2
The present embodiment carries out the simulation examination of deep soil sleeve valve barrel grouting reinforcing using the imitative experimental appliance of embodiment 1
It tests, method includes the following steps:
(1) it establishes the soil model of experimental cabin 1: strata condition is determined by geological mapping, be derived from identical soil body type, weight
Modeling restores live strata condition, forms the soil model of experimental cabin 1；
(2) it establishes confining pressure system: the lateral surface latex septum 51 of the soil model being surrounded, is placed in pedestal later
In counter-force cylinder 53 on 4, there are certain intervals with 53 inside of counter-force cylinder for the latex septum 51；It takes away saturating equipped with through hole 31
Water slabstone 3 is covered on counter-force cylinder 53, guarantees that permeable slabstone 3 is connect with the top of soil model, and permeable slabstone 3, counter-force cylinder
53 inner walls, latex septum 51, the encirclement of pedestal 4 form pressure chamber 52；Hydraulic oil is full of in the pressure chamber 52, according to wait reinforce
Deep formation crustal stress to soil model pressurize, complete confining pressure system foundation；
(3) grouting and reinforcing: hole pipe 21 will be determined across permeable slabstone 3, soil model is inserted vertically into its half depth, is formed
Injected hole；When the stress of soil model reaches predetermined value, hole pipe 21 is determined as the injection of sleeve shell material 22 is slowly extracted out, until determining hole
Pipe 21 is fully drawn out, and sleeve shell material 22 is also filled in injected hole；Immediately tripping in mini-valve tube, vertical center are fixed on sleeve shell material 22
It is interior, it coagulates to sleeve shell material 22 to prescribed strength, the gradually slip casting into mini-valve tube by grouting equipment 6；
(4) it evaluates afterwards: after to grouting and reinforcing, falling hydraulic, unload permeable slabstone 3 and pedestal 4, exposed mini-valve tube note
Soil model after slurry reinforcing, removing slurry arteries and veins or development axial compression test, evaluate slip casting effect；
The bottom of hole pipe 21 is determined as described in the present embodiment in circular cone closed, therefore slip casting bore end is equally in cone.
The counter-force cylinder 53 is equipped with oil inlet 54 and oil outlet 55, and the oil inlet 54 is set to the bottom of counter-force cylinder 53,
The oil outlet 55 be set to counter-force cylinder 53 to lateral roof, oil inlet 54 is connected to external hydraulic pressurized equipment, passes through outside
Hydraulic in hydraulic pressing unit adjusting pressure chamber 52, hydraulic pressure conditions are set according to soil model and to earth formation situation.
(5) it further specifies the stratum by designing the parallel test of different grouting parameters and is reinforced about sleeve valve barrel grouting
Best techniques parameter.Parallel test allows to convert any factor pair grouting in soil mass and compares, can the intuitive visible deep of naked eyes
Soil body sleeve valve barrel grouting effect, and further testing inspection evaluation sleeve valve barrel grouting effect is done accordingly, enrich deep soil sleeve valve
Pipe grouting and reinforcing is theoretical, and clear principle, strong applicability, operation are easily achieved, and provides for the sleeve valve barrel grouting test of deep soil
A kind of new simulation thinking.
The above is only the preferred embodiment of the present invention, the range implemented of the present invention that therefore, it cannot be limited according to, i.e., according to
Equivalent changes and modifications made by the invention patent range and description, should still be within the scope of the present invention.
Claims (10)
1. the simulation test device that deep soil sleeve valve barrel grouting is reinforced is evaluated after, it is characterised in that: including experimental cabin, confining pressure system
System and grouting system；
The experimental cabin is columnar soil model, and the soil model goes back original shape through remodeling by surveying identical soil body type
At；
The confining pressure system includes pedestal, counter-force cylinder, latex septum, permeable slabstone and injected hole；The counter-force cylinder is hollow posts
Body is set on pedestal, and the permeable slabstone is removably covered on the upper end of counter-force cylinder；Examination is provided in the counter-force cylinder
The lateral wall of hatch checking, the experimental cabin is coated with latex septum；The latex septum, the counter-force inside wall of cylinder, permeable slabstone and pedestal
Encirclement forms pressure chamber, is filled with hydraulic oil in the pressure chamber；It is connect at the top of the permeable slabstone and experimental cabin, the slip casting
The hole body in hole from top to bottom runs through permeable slabstone and gos deep into soil model, and hole body depth reaches the half of soil model height；
The grouting system includes determining hole pipe, sleeve shell material, mini-valve tube and grouting equipment；It is described to determine hole pipe and be used to form injected hole,
The sleeve shell material is set in injected hole, and the mini-valve tube is set in sleeve shell material, and the grouting equipment is set to confining pressure system
Outside is simultaneously connected to mini-valve tube, is used for the slip casting into mini-valve tube.
2. the simulation test device that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 1, feature exist
In: the counter-force cylinder is equipped with oil inlet and oil outlet, and the oil inlet is set to the bottom of counter-force cylinder and pressurizes with external hydraulic
Equipment connection, the oil outlet be set to counter-force cylinder to lateral roof.
3. the simulation test device that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 1, feature exist
In: through hole is offered on the permeable slabstone, the through hole is connected to the hole body for being opened in soil model.
4. the simulation test device that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 3, feature exist
In: the through hole includes a centre bore for being set to permeable slabstone center, remaining through hole surrounds centre bore in plum blossom-shaped
Equiangularly spaced distribution.
5. the simulation test device that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 1, feature exist
In: the bottom for determining hole pipe is conical closed, and the end of the injected hole is in cone.
6. the simulation test device that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 1, feature exist
In: the soil model is cylindrical body, and the counter-force cylinder is hollow circuit cylinder, and the permeable slabstone is plectane.
7. the simulation test side reinforced using the rear evaluation deep soil sleeve valve barrel grouting such as any one of claim 1~6 device
Method, which comprises the steps of:
(1) it establishes the soil model of experimental cabin: strata condition is determined by geological mapping, be derived from identical soil body type, remodeling is also
Former scene strata condition, forms the soil model of experimental cabin；
(2) it establishes confining pressure system: the lateral surface of the soil model is surrounded with latex septum, be placed in later anti-on pedestal
In power cylinder, there are certain intervals on the inside of the latex septum and counter-force cylinder；The permeable slabstone equipped with through hole is taken away to be covered on instead
On power cylinder, guarantee that the top of permeable slabstone and soil model connects, and permeable slabstone, the counter-force inside wall of cylinder, latex septum, pedestal packet
It encloses to form pressure chamber；Hydraulic oil is full of in the pressure chamber, according to the crustal stress of deep formation to be reinforced to soil model
The foundation of confining pressure system is completed in pressurization；
(3) grouting and reinforcing: hole pipe will be determined across permeable slabstone, soil model is inserted vertically into its half depth, forms injected hole；
When the stress of soil model reaches predetermined value, hole pipe is determined as the injection of sleeve shell material is slowly extracted out, is fully drawn out until determining hole pipe,
Sleeve shell material is also filled in injected hole；Immediately tripping in mini-valve tube, vertical center are fixed in sleeve shell material, are coagulated to sleeve shell material to rule
Determine intensity, the gradually slip casting into mini-valve tube by grouting equipment；
(4) it evaluates afterwards: after to grouting and reinforcing, falling hydraulic, unload permeable slabstone and pedestal, exposed sleeve valve barrel grouting is reinforced
Soil model afterwards, removing slurry arteries and veins or development axial compression test, evaluate slip casting effect；And then by designing different grouting parameters
The best techniques parameter that the stratum is reinforced about sleeve valve barrel grouting is specified in parallel test.
8. the simulation experiment method that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 7, feature exist
In；The bottom for determining hole pipe is in circular cone closed.
9. the simulation experiment method that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 7, feature exist
In；The counter-force cylinder is equipped with oil inlet and oil outlet, and the oil inlet is set to the bottom of counter-force cylinder, and the oil outlet is set to
Counter-force cylinder to lateral roof.
10. the simulation experiment method that evaluation deep soil sleeve valve barrel grouting is reinforced after according to claim 7, feature exist
In；It is adjusted by external hydraulic pressurized equipment hydraulic in pressure chamber.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811494164.9A CN109356208B (en) | 2018-12-07 | 2018-12-07 | Simulation test device and method for post-evaluation of grouting reinforcement of deep soil sleeve valve pipe |
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| CN201811494164.9A CN109356208B (en) | 2018-12-07 | 2018-12-07 | Simulation test device and method for post-evaluation of grouting reinforcement of deep soil sleeve valve pipe |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605366A (en) * | 2021-08-23 | 2021-11-05 | 深圳市天健坪山建设工程有限公司 | Sleeve valve pipe grouting device and method based on elastic film |
| CN114527039A (en) * | 2022-01-17 | 2022-05-24 | 哈尔滨工业大学 | Modular sleeve valve pipe grouting simulation test system and method |
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