CN112942340A - High-pressure grouting construction method for anti-floating anchor rod of large underground engineering - Google Patents
High-pressure grouting construction method for anti-floating anchor rod of large underground engineering Download PDFInfo
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- CN112942340A CN112942340A CN202110160053.XA CN202110160053A CN112942340A CN 112942340 A CN112942340 A CN 112942340A CN 202110160053 A CN202110160053 A CN 202110160053A CN 112942340 A CN112942340 A CN 112942340A
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- anchor rod
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
- C04B28/04—Portland cements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Ceramic Engineering (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Inorganic Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a high-pressure grouting construction method for an anti-floating anchor rod of large underground engineering, which relates to the technical field of building structures and aims to solve the problems of low construction speed, resource waste and low construction quality; the method comprises the steps of preparing cement mortar, constructing a plain concrete cushion, drilling dry operation hole forming, manufacturing an anti-floating anchor rod and grouting, wherein the 28-day compressive strength of the cement mortar is not less than 42.5MPa, the thickness of the plain concrete cushion is 100mm, the hole drilling adopts a walking type long spiral drilling machine, the hole diameter is 250mm, the anti-floating anchor rod is made of hot-rolled ribbed steel bars and round steel limiters and is centrally installed in the drilling dry operation hole forming, and the grouting is carried out twice by adopting a hole bottom slurry return method; the dry operation pore-forming method has the advantages of large pore diameter, high cement mortar strength, simple method, high construction speed, less resource consumption, contribution to improving the construction quality and efficiency and reduction of the construction cost.
Description
Technical Field
The invention relates to the technical field of building structures, in particular to a high-pressure grouting construction method for an anti-floating anchor rod of large-scale underground engineering.
Background
Along with the development of economy, resident inhabitants are more and more concentrated, and then form the district scale and become bigger and bigger, in order to satisfy the needs of service function, generally all be equipped with one deck or multilayer basement (civil air defense engineering or basement), along with the general application of functional basements such as underground market, underground parking garage, anti floating problem is outstanding gradually, and the buoyancy problem of groundwater to underground structure becomes the problem that design and construction must be solved. The anti-floating anchor rod technology using the fine aggregate concrete as the main filler is widely applied in solving the anti-floating problem of large and deep underground engineering, has large pulling resistance and can resist the engineering with larger underground water buoyancy.
At present, the design, construction and detection of an anti-floating anchor rod have no special specifications, mainly refer to the design of a support anchor rod, generally have full-length cohesiveness, and have the aperture of not more than 200mm and the length of 4-10 m; the transportation, pouring and vibration of the fine aggregate concrete greatly consume manpower and material resources, and the matched construction of large-scale concrete pumping machinery is usually needed, so that the construction cost is greatly increased; therefore, a high-pressure grouting construction method for the anti-floating anchor rod of the large underground engineering is urgently needed to solve the problem.
Disclosure of Invention
The invention aims to provide a high-pressure grouting construction method for an anti-floating anchor rod of a large underground engineering, which aims to solve the problems of low construction speed, resource waste and low construction quality.
In order to achieve the purpose, the invention provides the following technical scheme: a large-scale underground engineering anti-floating anchor rod high-pressure grouting construction method comprises the following specific steps:
the method comprises the following steps: drinking water, P.O42.5 cement, river sand with the grain size not more than 2.5mm, UEA expanding agent type I and PAC-9 high-efficiency water reducing agent are adopted according to the weight ratio of 0.36: 1: 1.58: 0.027: the cement mortar is prepared by mechanical stirring according to the weight mixing ratio of 0.08;
step two: carrying out construction of a plain concrete cushion layer with the thickness of 100mm to ensure that the upper end surface is horizontal, measuring and setting out to determine the position of an anti-floating anchor rod after the construction and maintenance of the plain concrete cushion layer are finished, and finishing dry operation hole forming by adopting a walking type long spiral drilling machine;
step three: manufacturing an anti-floating anchor rod by adopting a hot-rolled ribbed steel bar and a round steel stopper, fixing one round steel stopper every 2m downwards from the upper surface of a plain concrete cushion layer, centrally installing the anti-floating anchor rod into a dry operation forming hole, and meanwhile installing a PE grouting pipe on one side of the anti-floating anchor rod;
step four: the upper end of the PE grouting pipe is communicated to a grout outlet of a high-pressure grouting machine, primary grouting is carried out, and cement mortar is injected into dry operation pore-forming;
step five: and after the initial setting strength of the cement mortar of the first grouting body reaches 5.0MPa, performing secondary high-pressure grouting until the grouting is full.
Preferably, the P.O42.5 cement has a 28-day compressive strength of not less than 42.5 MPa.
Preferably, the dry-work pore-forming diameter is 250 mm.
Preferably, the diameter of the steel bar of the hot-rolled ribbed steel bar is 28mm, and the diameter of the round steel stopper is 10 mm.
Preferably, the diameter of the PE grouting pipe is 25mm, and the lower end of the PE grouting pipe is 150mm away from the bottom of the dry operation hole forming hole.
Preferably, in the fifth step, after the first grouting is finished for 2 hours, the initial setting strength reaches 5.0 MPa.
Preferably, the first grouting and the second high-pressure slurry supplementing are a hole bottom slurry returning method, wherein the first grouting is based on full dry operation hole forming, and the filling coefficient is more than 1.2; the grouting operation is continuous, the PE grouting pipe is pulled out while grouting, and the pipe pulling height does not exceed the grout liquid level in the hole; and (3) injecting cement paste into the hole bottom through the PE grouting pipe by using a high-pressure grouting machine for secondary high-pressure grouting, slowly pulling out the grouting pipe along with grouting, filling the cement paste from the bottom opening of the drilled hole outwards in sequence and pressing out air in the hole, and extruding the cement paste from the hole and breaking the primary grouting body.
Preferably, the maintenance operation is carried out after the fifth step, the hole opening is closed, the anti-floating anchor rod cannot be collided before cement mortar is finally solidified, and the maintenance time is not less than 14 days.
Compared with the prior art, the invention has the beneficial effects that:
1. according to the high-pressure grouting construction method for the large underground engineering anti-floating anchor rod, high-strength cement mortar is prepared through reasonable use of the UEA expanding agent type I and the PAC-9 high-efficiency water reducing agent, the aperture is increased, the thickness of the mortar around the anchor rod is increased, the uplift resistance of the anti-floating anchor rod is improved, large underground water buoyancy of the large underground engineering can be effectively resisted, and the construction quality is improved.
2. According to the high-pressure grouting construction method for the large underground engineering anti-floating anchor rod, high-strength cement mortar is used for replacing fine aggregate concrete as grouting material, pumping concrete used for the first grouting of the traditional hole bottom grout returning method is changed into high-pressure grouting, the operation is simple and easy, the problems of low traditional construction speed, resource waste and the like are effectively solved, and the construction cost is reduced.
Drawings
FIG. 1 is a schematic view of the construction of the present invention.
In the figure: 1. PE grouting pipes; 2. a basement floor; 3. a plain concrete cushion layer; 4. dry-working to form holes; 5. cement mortar; 6. round steel limiters; 7. hot rolling the ribbed steel bar; 8. high-pressure grouting machine.
Detailed Description
As shown in fig. 1, a large underground engineering anti-floating anchor rod high-pressure grouting construction method comprises the following specific steps:
the method comprises the following steps: drinking water, P.O42.5 cement, river sand with the grain size not more than 2.5mm, UEA expanding agent type I and PAC-9 high-efficiency water reducing agent are adopted according to the weight ratio of 0.36: 1: 1.58: 0.027: the cement mortar 5 is prepared by mechanical stirring according to the weight mixing ratio of 0.08;
step two: constructing a plain concrete cushion layer 3 with the thickness of 100mm to ensure that the upper end surface is horizontal, measuring and setting out to determine the position of an anti-floating anchor rod after the construction and maintenance of the plain concrete cushion layer 3 are finished, and finishing dry operation hole forming 4 by adopting a walking type long spiral drilling machine;
step three: manufacturing an anti-floating anchor rod by adopting a hot-rolled ribbed steel bar 7 and a round steel stopper 6, fixing one round steel stopper 6 every 2m downwards from the upper surface of the plain concrete cushion layer 3, centrally installing the anti-floating anchor rod into the dry operation hole 4, and meanwhile installing a PE grouting pipe 1 on one side of the anti-floating anchor rod;
step four: the upper end of the PE grouting pipe 1 is communicated to a slurry outlet of a high-pressure grouting machine 8, primary grouting is carried out, and cement mortar 5 is injected into the dry operation pore-forming 4;
step five: and after the initial setting strength of the cement mortar 5 of the first grouting body reaches 5.0MPa, performing secondary high-pressure grouting until the grouting is full.
The first grouting and the second high-pressure grouting can adopt a hole bottom slurry return method, wherein the first grouting is based on the full dry operation hole forming 4, and the filling coefficient is more than 1.2; the grouting operation is continuous, the PE grouting pipe 1 is pulled out while grouting, and the pipe pulling height does not exceed the grout liquid level in the hole; and (3) injecting cement paste into the hole bottom through the PE grouting pipe 1 by using a high-pressure grouting machine 8 for secondary high-pressure grouting, slowly pulling out the grouting pipe along with grouting, sequentially filling the cement paste from the bottom opening of the drilled hole outwards and pressing out air in the hole, and extruding the cement paste from the hole and breaking the primary grouting body.
Example (b):
on a certain construction site in Maanshan city, Anhui province, the method is used for constructing the basement anti-floating anchor rod, drinking water, Xuzhou Zhongliang P.O42.5 cement, high-quality sand (river sand with the grain diameter not more than 2.5 mm) in the Sichuan region, UEA expanding agent I type and PAC-9 high-efficiency water reducing agent (standard type) are adopted according to the proportion of 0.36: 1: 1.58: 0.027: 0.08, and preparing cement mortar 5 by mechanical stirring, wherein the 28-day compressive strength of the Xuzhou midwifery cement is not less than 42.5 MPa; in order to better control the verticality of the hole forming of the anti-floating anchor rod, the construction of a 100mm thick plain concrete cushion layer 3 is firstly carried out, so that the equipment is horizontal when in work, and meanwhile, the cleaning of the dregs after the hole forming is convenient; after the construction of the plain concrete cushion layer 3 is finished, a measurer rechecks the base elevation, measures out a column net, sprays lime to mark the side line of the construction range, and marks the position of the anti-floating anchor rod according to a plane diagram drawn in advance; a walking type long spiral drilling machine is adopted to drill a hole to form a hole 4 in a dry operation mode, the diameter of the drilled hole is 250mm, the residual amount of sludge in the hole after the operation of the walking type long spiral drilling machine is small, secondary hole cleaning is not needed, the pressure on an operation surface is small, a plain concrete cushion layer 3 is not damaged, and finished product protection is facilitated; the anti-floating anchor rod body is made of deformed steel with the diameter of 28mm, the length of 7.5m, a joint is not needed, the anchor rod limiter is made of round steel with the diameter of 10mm, one limiter is welded and fixed every 2m downwards from the upper surface of the plain concrete cushion layer 3 to ensure that the thickness of a mortar protective layer on the periphery of the anti-floating anchor rod is uniform, the manufactured anti-floating anchor rod is arranged in the middle of the dry operation hole forming 4, a PE grouting pipe 1 with the diameter of 25mm penetrates through the manufactured anti-floating anchor rod, and the distance from the lower end of the anti-floating anchor rod to the dry operation hole; a hole bottom slurry return method is adopted, the PE grouting pipe 1 is connected with a high-pressure grouting machine 8, the grouting amount is based on the full hole, and the filling coefficient is more than 1.2; the grouting operation is continuous, the PE grouting pipe 1 is pulled out while grouting, and the pipe pulling height does not exceed the grout liquid level in the hole; after the primary grouting is completed for 2 hours, the initial setting strength reaches 5.0MPa, the secondary high-pressure grouting can be performed by using the PE grouting pipe 1, cement mortar 5 is injected into the bottom of the dry operation pore-forming 4 hole through the PE grouting pipe 1 by using a grouting machine 8, the PE grouting pipe 1 is slowly pulled out along with the grouting, the cement mortar 5 is sequentially filled from the bottom opening of the dry operation pore-forming 4 hole outwards and air in the hole is pressed out, and the cement mortar 5 is extruded from the hole and breaks the primary grouting body; and (4) performing maintenance operation after grouting is finished, sealing the hole opening, preventing collision with the anti-floating anchor rod before the cement mortar 5 is finally solidified, and maintaining for not less than 14 days.
After the high-pressure grouting construction method for the large underground engineering anti-floating anchor rod is adopted, the construction period of the anti-floating anchor rod on the construction site is finished 5 days ahead of the original plan, the strength test is qualified and reaches the standard, the use of manpower and material resources is less than that of the original plan, and the construction effect is excellent.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are also included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope defined by the claims.
The present invention is not described in detail, but is known to those skilled in the art.
Claims (8)
1. A large-scale underground engineering anti-floating anchor rod high-pressure grouting construction method is characterized by comprising the following specific steps:
the method comprises the following steps: drinking water, P.O42.5 cement, river sand with the grain size not more than 2.5mm, UEA expanding agent type I and PAC-9 high-efficiency water reducing agent are adopted according to the weight ratio of 0.36: 1: 1.58: 0.027: the cement mortar (5) is prepared by mechanical stirring according to the weight mixing ratio of 0.08;
step two: constructing a plain concrete cushion layer (3) with the thickness of 100mm to ensure that the upper end surface is horizontal, measuring and paying off to determine the position of the anti-floating anchor rod after the construction and maintenance of the plain concrete cushion layer (3) are finished, and finishing dry operation hole forming (4) by adopting a walking type long spiral drilling machine;
step three: manufacturing an anti-floating anchor rod by adopting a hot-rolled ribbed steel bar (7) and a round steel stopper (6), fixing one round steel stopper (6) every 2m downwards from the upper surface of a plain concrete cushion layer (3), centrally installing the anti-floating anchor rod into a dry operation hole (4), and meanwhile installing a PE grouting pipe (1) at one side of the anti-floating anchor rod;
step four: the upper end of the PE grouting pipe (1) is communicated to a grout outlet of a high-pressure grouting machine (8) for primary grouting, and cement mortar (5) is injected into the dry operation pore-forming hole (4);
step five: and after the initial setting strength of the cement mortar (5) of the first grouting body reaches 5.0MPa, performing secondary high-pressure grouting until the grouting is completed.
2. The large underground engineering anti-floating anchor rod high-pressure grouting construction method according to claim 1, characterized in that: the compressive strength of the P.O42.5 cement is not less than 42.5MPa in 28 days.
3. The large underground engineering anti-floating anchor rod high-pressure grouting construction method according to claim 1, characterized in that: the diameter of the dry-process pore (4) is 250 mm.
4. The large underground engineering anti-floating anchor rod high-pressure grouting construction method according to claim 3, characterized in that: the diameter of the hot-rolled ribbed steel bar (7) is 28mm, and the diameter of the round steel stopper (6) is 10 mm.
5. The large underground engineering anti-floating anchor rod high-pressure grouting construction method according to claim 3, characterized in that: the diameter of the PE grouting pipe (1) is 25mm, and the distance between the lower end of the PE grouting pipe (1) and the hole bottom of the dry operation hole forming (4) is 150 mm.
6. The large underground engineering anti-floating anchor rod high-pressure grouting construction method according to claim 1, characterized in that: and in the fifth step, after the first grouting is finished for 2 hours, the initial setting strength reaches 5.0 MPa.
7. The large underground engineering anti-floating anchor rod high-pressure grouting construction method according to claim 1, characterized in that: the first grouting and the second high-pressure slurry supplementing are a hole bottom slurry returning method, wherein the first grouting is based on full dry operation hole forming (4), and the filling coefficient is more than 1.2; the grouting operation is continuous, the PE grouting pipe (1) is pulled out while grouting, and the pipe pulling height does not exceed the grout liquid level in the hole; and (3) injecting cement paste into the bottom of the hole through the PE grouting pipe (1) by using a high-pressure grouting machine (8) for secondary high-pressure grouting, slowly pulling out the grouting pipe along with grouting, sequentially filling the cement paste from the bottom opening of the drilled hole outwards and pressing out air in the hole, and extruding the cement paste from the hole and breaking the primary grouting body.
8. The large underground engineering anti-floating anchor rod high-pressure grouting construction method according to claim 1, characterized in that: and D, performing maintenance operation after the fifth step is finished, sealing the hole opening, preventing collision with the anti-floating anchor rod before the cement mortar (5) is finally solidified, and maintaining for not less than 14 days.
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| CN202110160053.XA CN112942340A (en) | 2021-02-05 | 2021-02-05 | High-pressure grouting construction method for anti-floating anchor rod of large underground engineering |
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| CN202110160053.XA CN112942340A (en) | 2021-02-05 | 2021-02-05 | High-pressure grouting construction method for anti-floating anchor rod of large underground engineering |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101914915A (en) * | 2010-07-24 | 2010-12-15 | 烟台市工程勘察有限公司 | Construction method for anti-floating anchor rod and special long auger |
| CN202509533U (en) * | 2011-12-22 | 2012-10-31 | 深圳市市政工程总公司 | Single reinforcement pulling force type anti-floating anchor rod |
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2021
- 2021-02-05 CN CN202110160053.XA patent/CN112942340A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101914915A (en) * | 2010-07-24 | 2010-12-15 | 烟台市工程勘察有限公司 | Construction method for anti-floating anchor rod and special long auger |
| CN202509533U (en) * | 2011-12-22 | 2012-10-31 | 深圳市市政工程总公司 | Single reinforcement pulling force type anti-floating anchor rod |
Non-Patent Citations (1)
| Title |
|---|
| ***工程质量安全监督与行业发展司等: "《土木建筑国家级工法汇编 2003~2004年度》", 31 January 2007, 中国计划出版社 * |
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Application publication date: 20210611 |