CN111501424A - Comprehensive treatment method for subgrade karst collapse - Google Patents
Comprehensive treatment method for subgrade karst collapse Download PDFInfo
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- CN111501424A CN111501424A CN202010382544.4A CN202010382544A CN111501424A CN 111501424 A CN111501424 A CN 111501424A CN 202010382544 A CN202010382544 A CN 202010382544A CN 111501424 A CN111501424 A CN 111501424A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
- E01B2/006—Deep foundation of tracks
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B37/00—Making, maintaining, renewing, or taking-up the ballastway or the track, not provided for in a single one of groups E01B27/00 - E01B35/00
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- 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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- Life Sciences & Earth Sciences (AREA)
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- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a comprehensive treatment method for subgrade karst collapse, which comprises the following steps: the method comprises the following steps of firstly, exploring geology in a line range, and determining the development condition of a karst by combining a drilling coring test and a water pressing test; drilling inclined holes and straight holes in the karst section, wherein the inclined holes are drilled in a row at each side of the circuit and are obliquely drilled towards the center of the circuit, and the straight holes are drilled in two rows at each side of the circuit and are positioned at the outer sides of the inclined holes; step three, arranging a grouting pipe and a grout return pipe for the inclined hole and the straight hole after drilling and sealing the holes; and step four, performing pressure grouting on the inclined hole and the straight hole. According to the invention, soil body cracks and karst caves under the roadbed are filled through inclined hole grouting, so that the roadbed collapse under the action of train load is prevented; and the straight hole waterproof curtain grouting solves the problem of roadbed subsidence caused by soil fine material loss due to dynamic water change, has obvious roadbed rock solution treatment effect, low construction cost and short period, and has small influence on the existing railway operation.
Description
Technical Field
The invention relates to the field of subgrade karst reinforcement, in particular to a comprehensive treatment method of inclined hole grouting and straight hole waterproof curtain applied to existing railway subgrade karst collapse.
Background
The development of karst is very serious in the southwest area of China, karst disasters occur continuously, and huge life and property losses are caused. Along with the rapid construction of high-speed railways, the requirements for roadbed stability and settlement are continuously improved, the roadbed collapses due to the action of karst caves and underground water flow, the running safety of trains is seriously damaged, and the important significance is provided for effectively preventing the roadbed from collapsing.
At present, the subgrade in the karst area is often subjected to single treatment measures such as pile-plate structure crossing, drilling and grouting. However, the main problem of the pile plate structure is high cost, and for the existing railway karst subgrade, the railway line needs to be sealed for construction, so that the period is long and the cost is high. The main problem of drilling and grouting is that the problem of roadbed karst collapse caused by the loss of fine materials of roadbed soil due to the change of karst dynamic water cannot be solved.
Disclosure of Invention
The invention aims to overcome the defects of high construction cost, long period and poor effect of existing railway roadbed karst collapse treatment, and provides a comprehensive treatment method for roadbed karst collapse.
In order to achieve the purpose, the invention adopts the technical scheme that:
a comprehensive treatment method for subgrade karst collapse comprises the following steps:
the method comprises the following steps of firstly, exploring geology in a line range, and determining the development condition of a karst by combining a drilling coring test and a water pressing test;
drilling inclined holes and straight holes in the karst section, wherein the inclined holes are drilled in a row at each side of the circuit and are obliquely drilled towards the center of the circuit, and the straight holes are drilled in two rows at each side of the circuit and are positioned at the outer sides of the inclined holes;
step three, arranging a grouting pipe and a grout return pipe for the inclined hole and the straight hole after drilling and sealing the holes;
and step four, performing pressure grouting on the inclined hole and the straight hole.
According to the method, comprehensive treatment is carried out on the existing railway karst development section through the first step to the fourth step by means of inclined hole grouting and straight hole waterproof curtain grouting, wherein soil body cracks and karst caves under a roadbed are filled by the inclined hole grouting, and the roadbed collapse under the action of train load is prevented; and the straight hole waterproof curtain grouting solves the problem of roadbed subsidence caused by soil fine material loss due to dynamic water change, has obvious roadbed rock solution treatment effect, low construction cost and short period, and has small influence on the existing railway operation.
As a preferred scheme of the invention, the steel perforated pipe is arranged for following after the inclined hole is drilled, and the steel perforated pipe is provided with a grout injecting hole. By adopting the mode, the steel perforated pipe is used as a reinforcement supporting body to be left in the drill hole.
As a preferred scheme of the invention, the straight holes on each side of the circuit are arranged in a quincunx shape. After the straight hole is arranged in the mode, the grouting effect of the straight hole waterproof curtain is enhanced.
As a preferable scheme of the invention, the depth of the straight hole entering the bedrock is not less than 10 m.
As a preferred scheme of the invention, the inclined hole adopts a dynamic hole sealing mode, a hole protecting pipe is arranged at the hole opening section of the inclined hole, and a grout stopping plug is arranged at the pipe opening of the hole protecting pipe.
As a preferable scheme of the invention, the hole wall of the inclined hole is coated with the epoxy resin anchoring agent, the space between the hole wall and the hole protecting pipe is sealed by cement mortar at one time, and the hole sealing depth is not less than 6 m. The wall of the drilled hole is coated with the epoxy resin anchoring agent, so that the tightness around the hole protecting pipe can be enhanced.
As the preferable scheme of the invention, the straight hole is sealed by adopting cement mortar orifices at one time, and the sealing depth is not less than 5 m.
In a preferable embodiment of the present invention, a grouting material mainly composed of pure cement slurry is used for grouting, and the water-cement ratio is 0.6:1 to 0.8: 1.
As a preferable scheme of the invention, the grouting pressure is controlled to be 0.2-0.5 MPa during grouting.
As the preferred scheme of the invention, the hole forming and washing are required before the inclined hole grouting, so that the influence of dust particles and the like in drilling on the subsequent grouting construction is avoided.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
according to the method, comprehensive treatment is carried out on the existing railway karst development section through the first step to the fourth step by means of inclined hole grouting and straight hole waterproof curtain grouting, wherein soil body cracks and karst caves under a roadbed are filled by the inclined hole grouting, and the roadbed collapse under the action of train load is prevented; and the straight hole waterproof curtain grouting solves the problem of roadbed subsidence caused by soil fine material loss due to dynamic water change, has obvious roadbed rock solution treatment effect, low construction cost and short period, and has small influence on the existing railway operation.
Drawings
Fig. 1 is an overall section view of the comprehensive treatment method for subgrade karst collapse.
Fig. 2 is an overall plan view of the comprehensive treatment method for subgrade karst collapse.
The labels in the figure are: 1-grouting pipe, 2-pressure gauge, 3-valve, 4-grout return pipe, 5-cement mortar, 6-grout stop plug, 7-hole protection pipe, 8-drilling wall, 9-grout injection hole, 10-steel flower pipe, 11-inclined hole, 12-straight hole and 13-line.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Examples
As shown in fig. 1 and fig. 2, the comprehensive treatment method for subgrade karst collapse in the present embodiment includes the following steps:
the method comprises the following steps of firstly, exploring geology in the range of a line 13 by a seismic surface wave and radar method, and determining the development condition of a karst by combining a drilling coring test and a pressurized water test;
and step two, drilling inclined holes 11 and straight holes 12 in the karst development area, wherein the inclined holes 11 are drilled in a row at each side of the circuit 13 and are obliquely drilled towards the center of the circuit 13, and the straight holes 12 are drilled in two rows at each side of the circuit 13 and are positioned outside the inclined holes 11.
Step three, after drilling is finished, arranging a grouting pipe 1 and a grout return pipe 4 on the inclined hole 11 and the straight hole 12, arranging a pressure gauge 2 and a valve 3, and sealing the inclined hole 11 and the straight hole 12;
and step four, performing pressure grouting on the inclined hole 11 and the straight hole 12 through the grouting pipe 1.
According to the method, comprehensive treatment is carried out on the existing railway karst development section through the first step to the fourth step by means of inclined hole grouting and straight hole waterproof curtain grouting, wherein soil body cracks and karst caves under a roadbed are filled by the inclined hole grouting, and the roadbed collapse under the action of train load is prevented; and the straight hole waterproof curtain grouting solves the problem of roadbed subsidence caused by soil fine material loss due to dynamic water change, has obvious roadbed rock solution treatment effect, low construction cost and short period, and has small influence on the existing railway operation.
In this embodiment, a rotary drill and a diamond drill are used to drill the inclined holes 11 near both sides of the wire and the straight holes 12 far from both sides of the wire. One row of inclined holes 11 are arranged on each side of the line, the distance between the inclined holes 11 is 3.5m, the aperture of each inclined hole is phi 91mm, and the angle is adjusted according to the development positions of the hidden karst caves and cracks.
In this embodiment, a steel perforated pipe 10 follow-up measure is adopted after the inclined hole 11 is drilled, the steel perforated pipe 10 is used as a reinforcement support body to be left in the drilled hole, the grout injecting holes 9 are arranged on the steel perforated pipe 10 in a quincunx shape at intervals of 15cm, and the aperture of each grout injecting hole is 1 cm.
In this embodiment, the straight holes 12 are arranged in a quincunx shape, two rows are arranged on each side of the straight hole 12, the diameter of each straight hole 12 is 91mm, the row spacing is 1.5m, and the distance between every two rows of holes is 2 m. The deviation of the drilling position from the design position must not be greater than 10 cm. The curtain grouting straight hole 12 is in principle inserted into the bedrock to a depth of not less than 10 m. When the grouting hole is drilled to the designed depth and meets the karst cave, the depth is deepened to 2.0m below the karst cave floor.
In this embodiment, the inclined hole 11 adopts a dynamic hole sealing manner, the orifice section of the inclined hole 11 is provided with a hole protection pipe 7 with a diameter of 90mm, and the orifice of the hole protection pipe 7 is provided with a grout stop plug 6. And an epoxy resin anchoring agent is coated on the drilling hole wall 8 of the inclined hole to enhance the tightness around the hole protecting pipe 7. The space between the drilling hole wall 8 and the hole protecting pipe 7 is sealed by cement mortar 5 at one time. In order to meet the designed grouting pressure, a PVC pipe with the pipe diameter of 32 mmand with the hole sealing depth of not less than 6m is adopted as the grouting pipe 1 and the slurry return pipe 4.
In the embodiment, the curtain grouting straight hole 12 is embedded into the grouting pipe 1, the grout return pipe 4 is arranged, the hole opening of the cement mortar 5 is sealed at one time, and the sealing depth is not less than 5 m.
In the embodiment, during grouting, the grout adopts a grouting material mainly comprising pure cement, 42.5-grade ordinary portland cement is adopted as the cement, and the water-cement ratio is 0.6: 1-0.8: 1. And controlling the grouting pressure to be 0.2 (soil layer) to 0.5 (rock layer) Mpa according to the pressure gauge 2 and the valve 3 for grouting.
In this embodiment, the inclined holes 11 must be drilled and washed before grouting. For the drilling hole returning water during flushing, the condition that the washing liquid becomes clear is taken as the end condition; for the drilling holes which do not return water during the development and washing of the karst cave and the erosion and fragmentation zone, the flow is required to be not less than 80 percent of the pumping rated flow, and the washing time is not less than 10 minutes. And (3) for the soil cavern, the empty cavern or the semi-filled cavern, adopting a dynamic sealing mode, filling sand and gravel in the cavern by using 1:1 slurry, and then performing grouting treatment. If the straight hole 12 curtain grouting is performed on a soil cave, an empty karst cave or a semi-filled karst cave, the treatment is performed by filling and grouting broken stone (melon and rice stone) and then repeatedly drilling.
The two-pond station and the station entering and exiting section belong to karst erosion basin landform, and the basin is long and narrow and is in an inverted U-shaped trend. Exploration and grouting holes have been performed over time to reveal development of karsts, mainly fractures and caverns. The underground water is mainly the fourth system pore water and karst water, and the water level greatly fluctuates along with seasonal changes. And (3) performing subgrade karst grouting for two periods, wherein the first period is performed from 2010 to 2013 before the opening, and the second period is performed from 2016 to 2017 after the opening. Karst ground collapse occurred 19 times during construction and after traffic operation. The current detection report shows that: and the station of the second pond still has a hidden trouble area which is easy to collapse. In order to prevent the collapse of the karst of the roadbed caused by the dynamic change of karst caves and underground water, the engineering adopts the comprehensive treatment method of the inclined hole grouting and the straight hole waterproof curtain for the collapse of the karst of the roadbed. The holes are cumulatively completed 249 within 60m, 5653 m. Wherein, 157 straight holes are 3858m, 92 inclined holes are 1795 m. At present, the engineering is still in construction, wherein the water injection test hole 18 is completed before and after construction, and statistical data are obtained: compared with the permeability of each hole before the treatment, the permeability of each hole is obviously reduced, and the average permeability coefficient of each hole is 1.6 percent of that before the corresponding construction. The curtain grouting and the inclined hole grouting are combined to reinforce, so that a good reinforcing effect is achieved, and the safe operation of the train is guaranteed.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A comprehensive treatment method for subgrade karst collapse is characterized by comprising the following steps:
the method comprises the following steps of firstly, exploring geology in a line range, and determining the development condition of a karst by combining a drilling coring test and a water pressing test;
drilling inclined holes and straight holes in the karst section, wherein the inclined holes are drilled in a row at each side of the circuit and are obliquely drilled towards the center of the circuit, and the straight holes are drilled in two rows at each side of the circuit and are positioned at the outer sides of the inclined holes;
step three, arranging a grouting pipe and a grout return pipe for the inclined hole and the straight hole after drilling and sealing the holes;
and step four, performing pressure grouting on the inclined hole and the straight hole.
2. The comprehensive treatment method for subgrade karst collapse according to claim 1, characterized in that the inclined holes are drilled and then provided with steel perforated pipes for follow-up, and the steel perforated pipes are provided with grout-injecting holes.
3. The comprehensive subgrade karst collapse remediation method of claim 1 further comprising the step of arranging the straight holes on each side of the line in a quincunx pattern.
4. The comprehensive subgrade karst collapse remediation method of claim 3 further comprising the step of drilling the straight holes into the bedrock to a depth of no less than 10 m.
5. The comprehensive treatment method for subgrade karst collapse according to claim 1, characterized in that the inclined holes are dynamically sealed, hole protecting pipes are arranged at the hole opening sections of the inclined holes, and grout stoppers are arranged at the hole openings of the hole protecting pipes.
6. The comprehensive treatment method for subgrade karst collapse according to claim 5, characterized in that an epoxy resin anchoring agent is coated on the drilling wall of the inclined hole, the space between the drilling wall and the hole protecting pipe is sealed by cement mortar at one time, and the sealing depth is not less than 6 m.
7. The comprehensive subgrade karst collapse remediation method according to claim 1, characterized in that the straight hole is sealed by cement mortar at one time, and the sealing depth is not less than 5 m.
8. The comprehensive treatment method for subgrade karst collapse according to claim 1, characterized in that a grouting material mainly comprising pure cement slurry is adopted during grouting, and the water-cement ratio is 0.6: 1-0.8: 1.
9. The comprehensive subgrade karst collapse treatment method according to claim 1, characterized in that the grouting pressure is controlled to be 0.2-0.5 MPa during grouting.
10. The comprehensive treatment method for subgrade karst collapse according to claim 1, characterized in that hole-forming washing is carried out before inclined hole grouting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202010382544.4A CN111501424A (en) | 2020-05-08 | 2020-05-08 | Comprehensive treatment method for subgrade karst collapse |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113882195A (en) * | 2021-09-01 | 2022-01-04 | 中铁四院集团工程建设有限责任公司 | Construction method for preventing roadbed of operation railway from sliding |
| CN114482057A (en) * | 2021-12-27 | 2022-05-13 | 佛山科学技术学院 | Control device and method for pile side grouting reinforcement of pipe pile foundation |
| CN116163170A (en) * | 2022-12-22 | 2023-05-26 | 浙江大学 | Polyurethane grouting repairing method for ballastless track slurry-casting mud-bleeding disease |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004169381A (en) * | 2002-11-19 | 2004-06-17 | Yoshiaki Togawa | Method for repairing existing railway track |
| CN102071607A (en) * | 2011-01-26 | 2011-05-25 | 北京中铁瑞威基础工程有限公司 | Railroad bed repair method without affecting existing running conditions |
| CN102425082A (en) * | 2011-09-09 | 2012-04-25 | 中铁二院工程集团有限责任公司 | Subgrade strengthening structure for highly karstified station turnout zone on high-speed railway |
| CN107130475A (en) * | 2017-06-27 | 2017-09-05 | 中铁第四勘察设计院集团有限公司 | Ballastless track roadbed Deformation control is worn under a kind of aqueduct with repairing structure and method |
| CN107151956A (en) * | 2016-11-24 | 2017-09-12 | 中铁第四勘察设计院集团有限公司 | It is a kind of to there is pressure to return the grouting method that slurry reinforces covered karst embankment |
| CN107178077A (en) * | 2016-03-10 | 2017-09-19 | 江西省交通科学研究院 | Overburden layer grouting and reinforcing structure and its design method on a kind of karst area solution cavity |
| CN107740399A (en) * | 2017-11-16 | 2018-02-27 | 中铁第四勘察设计院集团有限公司 | A kind of structure and its construction method for handling both wired karst slope type water damages |
| CN108130901A (en) * | 2017-12-22 | 2018-06-08 | 中交第三航务工程局有限公司宁波分公司 | The construction method of Karst grouting |
| CN109653190A (en) * | 2018-12-11 | 2019-04-19 | 宝钢集团新疆八钢铁有限公司 | A kind of large-scale heavy duty Equipment Foundations grouting and consolidation on foundation technique |
| CN110241662A (en) * | 2018-10-19 | 2019-09-17 | 北京恒祥宏业基础加固技术有限公司 | A kind of high-speed railway subgrade differential settlement reinforcing lifting leveling method |
-
2020
- 2020-05-08 CN CN202010382544.4A patent/CN111501424A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004169381A (en) * | 2002-11-19 | 2004-06-17 | Yoshiaki Togawa | Method for repairing existing railway track |
| CN102071607A (en) * | 2011-01-26 | 2011-05-25 | 北京中铁瑞威基础工程有限公司 | Railroad bed repair method without affecting existing running conditions |
| CN102425082A (en) * | 2011-09-09 | 2012-04-25 | 中铁二院工程集团有限责任公司 | Subgrade strengthening structure for highly karstified station turnout zone on high-speed railway |
| CN107178077A (en) * | 2016-03-10 | 2017-09-19 | 江西省交通科学研究院 | Overburden layer grouting and reinforcing structure and its design method on a kind of karst area solution cavity |
| CN107151956A (en) * | 2016-11-24 | 2017-09-12 | 中铁第四勘察设计院集团有限公司 | It is a kind of to there is pressure to return the grouting method that slurry reinforces covered karst embankment |
| CN107130475A (en) * | 2017-06-27 | 2017-09-05 | 中铁第四勘察设计院集团有限公司 | Ballastless track roadbed Deformation control is worn under a kind of aqueduct with repairing structure and method |
| CN107740399A (en) * | 2017-11-16 | 2018-02-27 | 中铁第四勘察设计院集团有限公司 | A kind of structure and its construction method for handling both wired karst slope type water damages |
| CN108130901A (en) * | 2017-12-22 | 2018-06-08 | 中交第三航务工程局有限公司宁波分公司 | The construction method of Karst grouting |
| CN110241662A (en) * | 2018-10-19 | 2019-09-17 | 北京恒祥宏业基础加固技术有限公司 | A kind of high-speed railway subgrade differential settlement reinforcing lifting leveling method |
| CN109653190A (en) * | 2018-12-11 | 2019-04-19 | 宝钢集团新疆八钢铁有限公司 | A kind of large-scale heavy duty Equipment Foundations grouting and consolidation on foundation technique |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113882195A (en) * | 2021-09-01 | 2022-01-04 | 中铁四院集团工程建设有限责任公司 | Construction method for preventing roadbed of operation railway from sliding |
| CN113882195B (en) * | 2021-09-01 | 2024-01-30 | 中铁四院集团工程建设有限责任公司 | Construction method for preventing roadbed of operation railway from slipping |
| CN114482057A (en) * | 2021-12-27 | 2022-05-13 | 佛山科学技术学院 | Control device and method for pile side grouting reinforcement of pipe pile foundation |
| CN116163170A (en) * | 2022-12-22 | 2023-05-26 | 浙江大学 | Polyurethane grouting repairing method for ballastless track slurry-casting mud-bleeding disease |
| CN116163170B (en) * | 2022-12-22 | 2023-08-22 | 浙江大学 | Polyurethane grouting repairing method for ballastless track slurry-casting mud-bleeding disease |
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Application publication date: 20200807 |