CN205898629U - Country rock high pressure consolidation grouting encloses effect testing arrangement that blocks water - Google Patents
Country rock high pressure consolidation grouting encloses effect testing arrangement that blocks water Download PDFInfo
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- CN205898629U CN205898629U CN201620813298.2U CN201620813298U CN205898629U CN 205898629 U CN205898629 U CN 205898629U CN 201620813298 U CN201620813298 U CN 201620813298U CN 205898629 U CN205898629 U CN 205898629U
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Abstract
The utility model provides a country rock high pressure consolidation grouting encloses effect testing arrangement that blocks water, comprising a base plate, be equipped with the reinforced concrete lining cutting on the bottom plate, the regional middle part of test is equipped with central pressurized -water hole, the peephole is arranged respectively at the regional front and back both ends of test, the drill way of peephole all is equipped with the flow meter, center pressurized -water hole with be equipped with the consolidation hole between the peephole, the bottom in consolidation hole is equipped with the osmometer. The utility model discloses can be used to to know the consolidation gradient distribution characteristics of on the country rock grout carrier ring, high -pressure consolidation grouting carrier ring's the effect of bearing and block water is inspectd to evaluation engineering district each hole section country rock grout characteristic and high -pressure grouting material performance, provides the basis for the selection of grout mode, grouting material, grout parameter and grouting construction technology.
Description
Technical field
The utility model is related to the underground engineering under the conditions of high external water pressure, more particularly, to country rock High Pressure Consolidation Grouting circle resistance
The measuring technology of water effect.
Background technology
With scientific and technical development, underground engineering design viewpoint there occurs basic change.Traditional design uses
The viewpoint of country rock load, treats as load the country rock of cavern, concrete or armored concrete is treated as structure, undertakes country rock lotus
Carry and other load (pressure as inside and outside water etc.), to maintain stablizing of country rock.With the accumulation of engineering experience, rock
The development of stone mechanics is it is believed that country rock is no longer load source, but undertakes the primary structure of load.But country rock is ever-changing
, hard complete, some developmental joint fissures, or even loose crushing that have, and also it is subject to hole shape, size, hole axis and rock stratum
The impact of the human factors such as angle, construction and excavation method.Required according to engineer applied, bad country rock is needed carry out reinforcing to fill
Slurry, from internal reinforcement country rock, improves integrality and its intensity of country rock.
In particular with being continuously increased of underground engineering buried depth, simple dependence reinforced concrete lining layer is tied as bearing structure
It is difficult to resist huge external water pressure, more need to reinforce country rock by high-pressure grouting, cement grout is filled to tunnel periphery
In rock cranny, by the solidification calculus of slurries, reduce the width in crack, increase the roughness in crack, so that fissure-plane is filled
Slurry pressure effect and compacted, become closure state, thus reach reinforcing country rock, reduce country rock infiltration coefficient, closing tunnel week
Side rock cranny, improves globality and the non-deformability of Wall Rock of Tunnel, strengthens country rock impermeability and infiltration steady in a long-term ratio
Fall, reducing the infiltrative effect of country rock, thus reaching anti-seepage effect, making country rock become the primary structure that antiseepage blocks water, and with this
Main thought as project seepage controlling structure design.
At present the methods adopting pressure water test are detected for grouting effect more, but mainly press water quality evaluation to be somebody's turn to do by single hole
The grouting quality at place, but cannot realize to the grouting circle overall evaluation of quality and the calculating of osmotic gradient.In addition, in engineering being
Guarantee grouting effect, how using layering grouting, simple rely on single hole pressure water, pressure water depth it is difficult to ensure that, test result is not yet
Can be affected with avoiding.
Content of the invention
Technical problem to be solved in the utility model is to provide a kind of country rock High Pressure Consolidation Grouting circle block-water effect test
Device, by testing osmotic gradient and the seepage discharge of different-thickness grouting circle, evaluates High Pressure Consolidation Grouting circle block-water effect, for system
Fixed corresponding grouting effect inspection standard and acceptance criteria provide foundation.
The utility model solves technical problem and be the technical scheme is that a kind of country rock High Pressure Consolidation Grouting circle blocks water effect
Fruit test device, including base plate (1), described base plate (1) is provided with reinforced concrete lining layer (2), and the middle part of test zone is provided with
Center pressure water hole (3), the rear and front end of described test zone is respectively arranged peephole (4), and the aperture of described peephole (4) is all provided with
There is flowmeter (5), between described center pressure water hole (3) and described peephole (4), be provided with osmotic pressure hole (6), described osmotic pressure hole (6)
Bottom is provided with osmometer (7).
While using technique scheme, the utility model can also adopt or combination is using further below
Technical scheme:
The depth of described peephole (4) is consistent with the depth at described center pressure water hole (3).
Described rear and front end is equipped with 3 peepholes being arranged side by side (4), described peephole (4) and described center pressure water
The aperture in hole (3) is identical with depth.
Described osmotic pressure hole (6) is arranged in the center of described peephole (4) and the line at described center pressure water hole (3)
On, the depth of described osmotic pressure hole (6) is less than the depth in described peephole and described center pressure water hole, its aperture be more than peephole and
The aperture in center pressure water hole, the spacing between described osmotic pressure hole (6) is 3m.
The upper end at described center pressure water hole (3), peephole (4) and described osmotic pressure hole (6) passes through described base plate (1).
The beneficial effects of the utility model are: the utility model can be used for understanding the osmotic gradient on enclosing-rock cement-grouting carrier ring
Distribution characteristics, each hole in evaluation engineering area section enclosing-rock cement-grouting characteristic and high-pressure grouting material property, inspection High Pressure Consolidation Grouting carries
Circle carrying and block-water effect, for grouting way, grouting material, strengthening motoring and grouting construction process selection provide according to
According to.Device technique threshold of the present utility model is low, and construction technology is simple, and test is respond well, help to ensure that construction quality and
Reduce construction investment.
Brief description
Fig. 1 is overall structure elevation of the present utility model.
Fig. 2 is overall structure plan of the present utility model.
Specific embodiment
Referring to the drawings.
Country rock High Pressure Consolidation Grouting circle block-water effect test device of the present utility model, including base plate 1, on described base plate 1
It is provided with reinforced concrete lining layer 2, the middle part of test zone is provided with center pressure water hole 3, and the rear and front end of described test zone is respectively
Arrangement peephole 4, the aperture of described peephole 4 is equipped with flowmeter 5, sets between described center pressure water hole 3 and described peephole 4
There is osmotic pressure hole 6, the bottom in described osmotic pressure hole 6 is provided with osmometer 7.
The depth of described peephole 4 is consistent with the depth in described center pressure water hole 3.
Described rear and front end is equipped with 3 peepholes being arranged side by side 4, described peephole 4 and described center pressure water hole 3
Aperture is identical with depth.
Described osmotic pressure hole 6 is arranged on the center of described peephole 4 and the line in described center pressure water hole 3, described
The depth in osmotic pressure hole 6 is less than the depth in described peephole and described center pressure water hole, and its aperture is more than peephole and water is pressed at center
The aperture in hole, the spacing between described osmotic pressure hole 6 is 3m.
The upper end in described center pressure water hole 3, peephole 4 and described osmotic pressure hole 6 passes through described base plate 1.
Specific embodiments of the present utility model are:
(1) test site selects
Test site is typically chosen at the base plate of underground chamber, is so easy to construct and arranges boring.Require at this simultaneously
Country rock does not have big geological structure, it is to avoid produce impact to test result.In order to be consistent with Practical Project condition, Underground Tunnels
Room should be according to design drawing completion system supporting, reinforced concrete lining layer and High Pressure Consolidation Grouting.Wherein reinforced concrete lining layer
Also act as lid and be in the milk it is ensured that grouting effect again.
(2) test arrangement of boring holes
Test section is respectively arranged pressure water hole, peephole, osmotic pressure hole, and wherein pressure water hole is arranged in the middle part of test section, depth
For 8m, respectively arrange 3 peepholes in test section rear and front end, observation hole depth is also 8m, is consistent with pressure water hole, peephole
Between spacing be 2m, peephole aperture respectively arranges one piece of flowmeter, to monitor the outflow water yield.
Horizontally disposed multigroup osmotic pressure hole between pressure water hole and peephole, the layering being formed with embodying different strengthening motoring fills
Slurry block-water effect evaluation, the implementation case arranges 2 groups of osmotic pressure holes, and osmotic pressure hole hole depth is 5m, and installs osmotic pressure in osmotic pressure bottom hole
Meter, the spacing between the every hole of this example is 3m.
Center pressure water hole, peephole aperture are φ 76mm, osmometer hole aperture φ 91mm.
Before all being tested using single-point method after all peepholes, pressure water hole, the pore-creating of osmometer hole hole flushing in test section
Pressure water inspection it is ensured that meeting impervious grouting quality requirement.
(3) test process
Determine pressure water pressure according to underground engineering external water pressure actual conditions, in order to contrast grouting effect, preferably adopt multistage
Pressure water pressure, carries out pressing water test in 2.5mpa, 4.0mpa and 6.0mpa in the implementation case respectively.During packer permeability test,
Under steady pressures at different levels, all monitoring instruments at least survey reading 1 time, and this stage pressure packer permeability test is surveyed after terminating and read 1 time.
In the pressure water hole of center, hydraulic pressure slowly need to boost step by step according to equipment performance, and the voltage stabling control keeping enough (requires super
Spend 24 hours), to observe the change of osmometer reading and observation in the hole changes in flow rate, and place on record.
(4) other explanations
In Drive stroke, if finding Seepage beyond trial zone, need to stop testing, according to impervious grouting standard supplementary irrigation
Again press water afterwards again.
If occur waterpower puncture (i.e. pressure constant and change less in the case of, flow increases suddenly, and continue boosting
Former pressure cannot be lifted), then should stop this section of remaining pressure water and monitoring, first fill to puncturing position and carrying out supplementing antiseepage consolidation
Proceed after slurry to test.
If pressure water hole inner high voltage water passes through unfavorable structural plane seepage flow, not exposure in peephole, or osmometer is no substantially anti-
Should, center pressure water hole should carry out antiseepage consolidation grouting process.
(5) test Analysis on Results
A, seepage quantity calculation
In test, every 30min observation i.e. peephole outflow of record change, according to observation aperture flowmeter and right
The time answered, calculate the seepage discharge of this section under different pressures.
B, osmotic gradient calculate
Assume osmotic pressure hole and press the distance between water hole to be d, before pressure water, osmometer reading is p1, osmometer reading after pressure water
For p2, changing value a=p before and after osmotic pressure pore pressure water2-p1If, pressure water hole in pressure water pressure be b, this osmotic pressure hole with pressure water hole
Between osmotic gradient be (b-a)/d, this osmotic gradient also represent this section grouting circle block-water effect.
Claims (5)
1. a kind of country rock High Pressure Consolidation Grouting circle block-water effect test device, including base plate (1) it is characterised in that: described base plate
(1) it is provided with reinforced concrete lining layer (2), the middle part of test zone is provided with center pressure water hole (3), before and after described test zone
Two ends are respectively arranged peephole (4), and the aperture of described peephole (4) is equipped with flowmeter (5), described center pressure water hole (3) and
It is provided with osmotic pressure hole (6), the bottom of described osmotic pressure hole (6) is provided with osmometer (7) between described peephole (4).
2. a kind of country rock High Pressure Consolidation Grouting circle block-water effect test device according to claim 1 it is characterised in that: institute
The depth stating peephole (4) is consistent with the depth at described center pressure water hole (3).
3. a kind of country rock High Pressure Consolidation Grouting circle block-water effect test device according to claim 1 it is characterised in that: institute
State rear and front end and be equipped with 3 peepholes being arranged side by side (4), the aperture at described peephole (4) and described center pressure water hole (3)
Identical with depth.
4. a kind of country rock High Pressure Consolidation Grouting circle block-water effect test device according to claim 1 it is characterised in that: institute
State osmotic pressure hole (6) to be arranged on the center of described peephole (4) and the line at described center pressure water hole (3), described osmotic pressure
The depth in hole (6) is less than the depth in described peephole and described center pressure water hole, and its aperture is more than peephole and center pressure water hole
Aperture, the spacing between described osmotic pressure hole (6) be 3m.
5. a kind of country rock High Pressure Consolidation Grouting circle block-water effect test device according to claim 1 it is characterised in that: institute
The upper end stating center pressure water hole (3), peephole (4) and described osmotic pressure hole (6) passes through described base plate (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620813298.2U CN205898629U (en) | 2016-07-29 | 2016-07-29 | Country rock high pressure consolidation grouting encloses effect testing arrangement that blocks water |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620813298.2U CN205898629U (en) | 2016-07-29 | 2016-07-29 | Country rock high pressure consolidation grouting encloses effect testing arrangement that blocks water |
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| CN205898629U true CN205898629U (en) | 2017-01-18 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110658332A (en) * | 2019-09-30 | 2020-01-07 | 中国水利水电科学研究院 | Concrete lining pre-pressure measurement test device and test method thereof |
| CN112595647A (en) * | 2020-12-14 | 2021-04-02 | 广东省水利水电科学研究院 | Testing device and method for detecting seepage failure ratio degradation quality of plastic concrete impervious wall |
-
2016
- 2016-07-29 CN CN201620813298.2U patent/CN205898629U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110658332A (en) * | 2019-09-30 | 2020-01-07 | 中国水利水电科学研究院 | Concrete lining pre-pressure measurement test device and test method thereof |
| CN112595647A (en) * | 2020-12-14 | 2021-04-02 | 广东省水利水电科学研究院 | Testing device and method for detecting seepage failure ratio degradation quality of plastic concrete impervious wall |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |