CN104481555A - Method of grouting and drilling construction by passing through weak surrounding rock - Google Patents
Method of grouting and drilling construction by passing through weak surrounding rock Download PDFInfo
- Publication number
- CN104481555A CN104481555A CN201410658960.7A CN201410658960A CN104481555A CN 104481555 A CN104481555 A CN 104481555A CN 201410658960 A CN201410658960 A CN 201410658960A CN 104481555 A CN104481555 A CN 104481555A
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- Prior art keywords
- face
- surrounding rock
- boring
- weak surrounding
- construction
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Classifications
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- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
Abstract
The invention discloses a method of grouting and drilling construction by passing through weak surrounding rock; in the method of grouting and drilling construction by passing through weak surrounding rock, grout and soil body can be mixed sufficiently so as to ensure the formation of a whole body in a tight contact with the soil body after solidification; therefore, the method is beneficial to control stratum settlement and reduce disturbance to the soil stratums; the ground transportation is not influenced during construction, the safety and stability of building are ensured and the construction efficiency is faster; and the method is applied to the field of building construction methods.
Description
Technical field
The present invention relates to a kind of construction techniques, particularly relate to a kind of method of carrying out boring note mortar depositing construction through weak surrounding rock.
Background technology
Along with the develop rapidly that China's inter-city rail transit is built, city small space construction operation and the operating mode of geological condition complexity get more and more, the safety of structure self not only will be considered when this just inevitably needs us to construct, the harmony of geologic structure and urban environment when also should take into account construction, within the scope of vault 10m, clay layer or layer of sand is distributed with for mining sectbn, under wear building, pass through the situations such as fault zone, half section or the advanced curtain-grouting of tunneling boring is adopted to reinforce, consolidation tunnel perimeter weak surrounding rock and shutoff water route in advance, prevent due to wall rock destabilization, the reasons such as surface water loss cause caves in, piping, the accidents such as building settlement transfinites occur, improve the safety of bored tunnel construction.
Summary of the invention
For solving the problem, the invention provides a kind of efficiency of construction carries out boring note mortar depositing construction faster method through weak surrounding rock.
The technical solution adopted for the present invention to solve the technical problems is:
Carry out a method of boring note mortar depositing construction through weak surrounding rock, comprise the following steps:
1), before slip casting, by sprayed mortar, face is closed;
2), selected locating hole on the face closed;
3), rig is fixed in the position of selected each described locating hole;
4), by described rig hole, in boring procedure, occur that namely spilling water stops boring, spilling water process completes follow-up continuous boring to projected depth;
5), by the pore-forming on face carry out slip casting, pumpback drilling rod in slip casting process, depart from face to drilling rod;
6), slip casting squeezes into many steel floral tubes by face after completing, and observes steel floral tube water yield, goes out when quantity is less than 0.2L/m.d and complete construction.
Be further used as the improvement of technical solution of the present invention, the concrete thickness closing face in step 1) is 20 ~ 30cm, sets anchor pole, hang mesh sheet before concrete ejection in face.
Be further used as the improvement of technical solution of the present invention, step 2) in, the spacing between two adjacent locating holes is not less than 750mm.
Be further used as the improvement of technical solution of the present invention, in step 4), hole from different perspectives in boring procedure through same locating hole, in each boring procedure, rig inserts the deviation of locating hole at ± 3cm, and incident angle deviation is not more than 1 °.
Be further used as the improvement of technical solution of the present invention, in the process of step 5) pumpback drilling rod, the amplitude of each pumpback is not more than 15cm, and rod rotation speed 120r/min, grouting pressure is at 0.15 ~ 0.3MPa.
Beneficial effect of the present invention: this method of carrying out boring note mortar depositing construction through weak surrounding rock can make slurries and the soil body fully merge, guarantee to be formed after solidification one and keep the entirety of close contact with the soil body, thus be conducive to controlling stratum settlement, reduce the disturbance effect to soil layer, make to have an impact to traffic above-ground in work progress, guarantee that building safety is stablized, and efficiency of construction is faster.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the invention will be further described:
Fig. 1 is that the present invention reinforces implementation process side sectional view for Full-face pouring;
Fig. 2 is that the present invention reinforces implementation process front view for Full-face pouring;
Fig. 3 is that the present invention is for half section grouting and reinforcing implementation process side sectional view;
Fig. 4 is that the present invention is for half section grouting and reinforcing implementation process front view.
Detailed description of the invention
With reference to Fig. 1 ~ Fig. 4, the present invention is a kind of method of carrying out boring note mortar depositing construction through weak surrounding rock, comprises the following steps:
1), before slip casting, by sprayed mortar, face is closed;
2), selected locating hole on the face closed;
3), rig is fixed in the position of selected each described locating hole;
4), by described rig hole, in boring procedure, occur that namely spilling water stops boring, spilling water process completes follow-up continuous boring to projected depth;
5), by the pore-forming on face carry out slip casting, pumpback drilling rod in slip casting process, depart from face to drilling rod;
6), slip casting squeezes into many steel floral tubes by face after completing, and observes steel floral tube water yield, goes out when quantity is less than 0.2L/m.d and complete construction.
This method of carrying out boring note mortar depositing construction through weak surrounding rock can make slurries and the soil body fully merge, guarantee to be formed after solidification one and keep the entirety of close contact with the soil body, thus be conducive to controlling stratum settlement, reduce the disturbance effect to soil layer, make to have an impact to traffic above-ground in work progress, guarantee that building safety is stablized, and efficiency of construction is faster.
As the preferred embodiment of the present invention, the concrete thickness closing face in step 1) is 20 ~ 30cm, sets anchor pole, hang mesh sheet before concrete ejection in face.
As the preferred embodiment of the present invention, step 2) in, the spacing between two adjacent locating holes is not less than 750mm.
As the preferred embodiment of the present invention, in step 4), hole from different perspectives in boring procedure through same locating hole, in each boring procedure, rig inserts the deviation of locating hole at ± 3cm, and incident angle deviation is not more than 1 °.
As the preferred embodiment of the present invention, in the process of step 5) pumpback drilling rod, the amplitude of each pumpback is not more than 15cm, and rod rotation speed 120r/min, grouting pressure is at 0.15 ~ 0.3MPa.
In slip casting process, drilling rod can carry out 360 ° of rotations, slurries diffusion evenly, simultaneously can carry out ejection for water plugging reinforcing in the place large to the local water yield, slurries are in charge of and are entered face, avoid slurries and mix in advance and cause dilation angle to reduce and block grouting pipeline in slip casting process.In work progress, control the rate of withdraw of bore position, angle and drilling rod and rotary speed well, keep stable grouting pressure simultaneously and then a continuous whole curtain body can be formed at face, thus serve good stagnant water effect.
Bore in note one retrusive mortar depositing construction process, cement grout can along landing surface crack, and particularly diffusion in the soil layer that water yield is larger, can make soil body close contact after solidification like this, thus be conducive to controlling stratum settlement, reduce the disturbance effect to soil layer.Slip casting process adopts the slip casting of a synchronous grouting machine.When unchanged layer forms, the water existed is forced and extrudes, make void among particles be full of slurries and make its consolidation between soil layer particle, reach the object of improvement soil layer proterties.
Boring note one retrusive Cementer artistic skill fills closely knit by the soil body of different geological condition, changes original soil body and physical property, increases the density of the soil body, improve its compressive strength, ensure that tunnel excavation safety is carried out smoothly, save and stop work holdup loss, create good economic benefit.This engineering method can make the abundant fusion of slurries and the soil body guarantee to be formed after solidification one to keep the entirety of close contact with the soil body, thus be conducive to controlling stratum settlement, reduce the disturbance effect to soil layer, make to have an impact to traffic above-ground in work progress, guarantee that building safety is stablized.Have employed new technology, new technology in work progress, ensure that the harmony of workmanship, progress and cost.
Certainly, the invention is not limited to above-mentioned embodiment, those of ordinary skill in the art also can make equivalent variations or replacement under the prerequisite without prejudice to spirit of the present invention, and these equivalent modification or replacement are all included in the application's claim limited range.
Claims (5)
1. carry out a method of boring note mortar depositing construction through weak surrounding rock, it is characterized in that, comprise the following steps:
1), before slip casting, by sprayed mortar, face is closed;
2), selected locating hole on the face closed;
3), rig is fixed in the position of selected each described locating hole; (set form of patent citation can not use " above-mentioned ")
4), by described rig hole, in boring procedure, occur that namely spilling water stops boring, spilling water process completes follow-up continuous boring to projected depth;
5), by the pore-forming on face carry out slip casting, pumpback drilling rod in slip casting process, depart from face to drilling rod;
6), slip casting squeezes into many steel floral tubes by face after completing, and observes steel floral tube water yield, goes out when quantity is less than 0.2L/m.d and complete construction.
2. according to claim 1 carrying out through weak surrounding rock bores the method noting mortar depositing construction, it is characterized in that: the concrete thickness closing face in described step 1) is 20 ~ 30cm, sets anchor pole, hang mesh sheet before described concrete ejection in face.
3. according to claim 1ly carry out the method for boring note mortar depositing construction through weak surrounding rock, it is characterized in that: described step 2) in, the spacing between two adjacent locating holes is not less than 750mm.
4. according to claim 1 carrying out through weak surrounding rock bores the method noting mortar depositing construction, it is characterized in that: in described step 4), hole from different perspectives through same locating hole in boring procedure, in each boring procedure, rig inserts the deviation of locating hole at ± 3cm, and incident angle deviation is not more than 1 °.
5. according to claim 1 carrying out through weak surrounding rock bores the method noting mortar depositing construction, it is characterized in that: in the process of described step 5) pumpback drilling rod, the amplitude of each pumpback is not more than 15cm, and rod rotation speed 120r/min, grouting pressure is at 0.15 ~ 0.3MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410658960.7A CN104481555A (en) | 2014-11-18 | 2014-11-18 | Method of grouting and drilling construction by passing through weak surrounding rock |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410658960.7A CN104481555A (en) | 2014-11-18 | 2014-11-18 | Method of grouting and drilling construction by passing through weak surrounding rock |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104481555A true CN104481555A (en) | 2015-04-01 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410658960.7A Pending CN104481555A (en) | 2014-11-18 | 2014-11-18 | Method of grouting and drilling construction by passing through weak surrounding rock |
Country Status (1)
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| CN (1) | CN104481555A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105781557A (en) * | 2016-03-25 | 2016-07-20 | 广东水电二局股份有限公司 | Method for constructing underground excavated tunnel by adopting chemical grouting for sand layer consolidation |
| CN108386208A (en) * | 2018-02-08 | 2018-08-10 | 中铁隧道局集团有限公司 | A kind of method for rapidly positioning of tunnel hole position |
| CN110469332A (en) * | 2019-08-30 | 2019-11-19 | 中交第二公路工程局有限公司 | A kind of advance support consolidation method passing through Debris Flow Deposition body tunnel |
| CN110777774A (en) * | 2019-11-04 | 2020-02-11 | 南通五建控股集团有限公司 | Double-component grouting method for reinforcement design of soft foundation and side slope |
| CN111691899A (en) * | 2020-06-02 | 2020-09-22 | 中铁十五局集团有限公司 | Construction method for excavating underpass bridge tunnel based on CRD (reverse tunneling diode) of full-face grouting |
| CN113482636A (en) * | 2021-06-10 | 2021-10-08 | 中铁三局集团广东建设工程有限公司 | Reinforcement treatment method in side-through pile foundation hole |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105781557A (en) * | 2016-03-25 | 2016-07-20 | 广东水电二局股份有限公司 | Method for constructing underground excavated tunnel by adopting chemical grouting for sand layer consolidation |
| CN105781557B (en) * | 2016-03-25 | 2018-10-02 | 广东水电二局股份有限公司 | A kind of construction method of bored tunnel chemical grouting consolidation layer of sand |
| CN108386208A (en) * | 2018-02-08 | 2018-08-10 | 中铁隧道局集团有限公司 | A kind of method for rapidly positioning of tunnel hole position |
| CN110469332A (en) * | 2019-08-30 | 2019-11-19 | 中交第二公路工程局有限公司 | A kind of advance support consolidation method passing through Debris Flow Deposition body tunnel |
| CN110777774A (en) * | 2019-11-04 | 2020-02-11 | 南通五建控股集团有限公司 | Double-component grouting method for reinforcement design of soft foundation and side slope |
| CN111691899A (en) * | 2020-06-02 | 2020-09-22 | 中铁十五局集团有限公司 | Construction method for excavating underpass bridge tunnel based on CRD (reverse tunneling diode) of full-face grouting |
| CN113482636A (en) * | 2021-06-10 | 2021-10-08 | 中铁三局集团广东建设工程有限公司 | Reinforcement treatment method in side-through pile foundation hole |
| CN113482636B (en) * | 2021-06-10 | 2023-05-26 | 中铁三局集团广东建设工程有限公司 | Reinforcing treatment method in side-penetrating pile foundation hole |
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Application publication date: 20150401 |
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| RJ01 | Rejection of invention patent application after publication |