CN111197312A - L-shaped prestress pulling-anchoring engaged double-row pile foundation pit supporting structure and construction method thereof - Google Patents
L-shaped prestress pulling-anchoring engaged double-row pile foundation pit supporting structure and construction method thereof Download PDFInfo
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- CN111197312A CN111197312A CN201911349322.6A CN201911349322A CN111197312A CN 111197312 A CN111197312 A CN 111197312A CN 201911349322 A CN201911349322 A CN 201911349322A CN 111197312 A CN111197312 A CN 111197312A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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Abstract
The invention discloses an L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure and a construction method thereof, wherein the L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure comprises front row piles, rear row piles, front row pile top ring beams, rear row pile top ring beams and coupling beams, and is characterized by also comprising a plurality of L-shaped prestressed tendons; the front row of piles are meshed cast-in-place piles, and the meshed cast-in-place piles comprise front row prestressed reinforced concrete cast-in-place piles and plain concrete cast-in-place piles which are meshed at intervals; the rear row of piles are discrete cast-in-place bored piles, and the discrete cast-in-place bored piles comprise discretely arranged rear row prestressed reinforced concrete cast-in-place piles; one end of each L-shaped prestressed tendon penetrates through the corresponding front row prestressed reinforced concrete cast-in-place pile from bottom to top and penetrates through the connecting beam and then is fixed with the top ring beam of the rear row pile. The invention places the prestressed tendons in the cast-in-place pile and applies prestress, avoids the pile body from being pulled to crack, improves the durability of the pile body, has simple construction process, does not perform cross operation with earth excavation, and saves the construction period.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering foundation pit supporting, in particular to an L-shaped prestress pulling anchor engaged double-row pile foundation pit supporting structure and a construction method thereof.
Background
With the acceleration of urbanization process and the increasing of development and utilization degree of underground space, the application of row pile supporting structure system is more and more extensive, but with the increasing of surrounding environment of foundation pit (such as existing building, subway tunnel and overhead bridge), in order to ensure the stability of excavation process of foundation pit, the horizontal displacement and settlement of soil body around the foundation pit, building, subway tunnel and overhead bridge are controlled, so that the economic and reasonable foundation pit supporting structure is required to be adopted on the premise of ensuring safety. The conventional row pile supporting method comprises the following steps: (1) and arranging piles and adding an internal support structure system. Namely, a row of reinforced concrete piles are adopted at the periphery of the foundation pit as an enclosure structure, and one or more horizontal supports are arranged at the designed depth to control the lateral displacement of the enclosure structure; (2) and (3) a row pile and prestressed anchor cable structural system. Applying one or more prestressed anchor cables at the design depth of the reinforced concrete pile enclosure structure to limit the lateral displacement of the enclosure structure; (3) double row pile structure system. Two rows of separated reinforced concrete piles are adopted at the periphery of the foundation pit, the front and rear rows of piles are connected through crown beams and connecting beams, and an integral soil retaining structure is formed between the piles and the soil body to limit the lateral displacement of the peripheral soil body.
However, the three row pile supporting methods have certain limitations: the method (1) needs to be used together with the inner support, and brings certain influence on construction cost, construction period, environment and the like of a project; the method (2) has higher requirement on the surrounding environment, the influence of the prestressed anchor cable on underground pipelines, pipelines and the like of adjacent buildings needs to be considered, and the prestressed anchor cable cannot pass through a red line; in the method (3), when the pile is long, the pile body is easy to be pulled to crack, and the durability, the bending resistance and the integral lateral rigidity of the pile body are seriously influenced. And the three pile arrangement supporting methods are additionally provided with waterproof curtains, so that the construction procedures and the construction cost are increased, and the construction period is not easy to control.
Disclosure of Invention
The invention aims to solve the defects in the prior art, and provides an L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure and a construction method thereof.
In order to achieve the purpose, the invention adopts the following technical scheme:
an L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure comprises front row piles, rear row piles, front row pile top ring beams, rear row pile top ring beams and connecting beams, and is characterized by further comprising a plurality of L-shaped prestressed tendons;
the front row of piles are meshed cast-in-place piles, and the meshed cast-in-place piles comprise front row prestressed reinforced concrete cast-in-place piles and plain concrete cast-in-place piles which are meshed at intervals; the rear row of piles are discrete cast-in-situ bored piles, and the discrete cast-in-situ bored piles comprise discretely arranged rear row prestressed reinforced concrete cast-in-situ piles;
the front row of prestressed reinforced concrete cast-in-place piles and the rear row of prestressed reinforced concrete cast-in-place piles are arranged correspondingly, and one end of each L-shaped prestressed reinforcement penetrates through the corresponding front row of prestressed reinforced concrete cast-in-place piles from bottom to top and penetrates through the connecting beam to be fixed with the top ring beam of the rear row of piles at the top of the rear row of prestressed reinforced concrete cast-in-place piles.
Further, an L type prestressing force draws anchor interlock formula double row pile underground structure, its characterized in that: and the occlusion part between the adjacent front row prestressed reinforced concrete cast-in-place pile and the plain concrete cast-in-place pile is not less than 200 mm.
Further, an L type prestressing force draws anchor interlock formula double row pile underground structure, its characterized in that: the lengths and the diameters of the front row of prestressed reinforced concrete cast-in-place piles and the rear row of prestressed reinforced concrete cast-in-place piles are consistent, and the lengths and the diameters of the plain concrete cast-in-place piles are not larger than those of the front row of prestressed reinforced concrete cast-in-place piles.
Further, an L type prestressing force draws anchor interlock formula double row pile underground structure, its characterized in that: the system also comprises L-shaped sleeves which are pre-arranged in the corresponding front row of prestressed reinforced concrete cast-in-place piles and the connecting beams, one ends of the L-shaped sleeves are bound on the reinforcement cages of the corresponding front row of prestressed reinforced concrete cast-in-place piles, the other ends of the L-shaped sleeves are arranged on the back row of pile top ring beams through the connecting beams, one ends of the L-shaped prestressed tendons penetrate into the L-shaped sleeves from bottom to top and penetrate out after passing through the front row of prestressed reinforced concrete cast-in-place piles and the connecting beams, and the penetrating ends of the L-shaped prestressed tendons are anchored on the back row of pile top ring beams.
Further, an L type prestressing force draws anchor interlock formula double row pile underground structure, its characterized in that: and a rubber sealing plate is arranged at the end part of one end of the L-shaped sleeve positioned at the front row of prestressed reinforced concrete cast-in-place piles.
A construction method of an L-shaped prestress pulling-anchoring meshed double-row pile foundation pit supporting structure is characterized by comprising the following construction steps:
(1) forming holes in the front row of piles, forming holes in the rear row of piles, binding front row of pile reinforcement cages, and binding rear row of pile reinforcement cages; the front row of pile holes comprise front row prestressed reinforced concrete cast-in-place pile holes and plain concrete cast-in-place pile holes which are arranged at intervals in an occlusion manner; the rear row of pile holes comprise rear row prestressed reinforced concrete cast-in-place pile holes which are discretely arranged; the front row pile reinforcement cage comprises a front row prestressed reinforced concrete cast-in-place pile reinforcement cage, and the rear row pile reinforcement cage comprises a rear row prestressed reinforced concrete cast-in-place pile reinforcement cage;
(2) fixing an L-shaped sleeve inside each front row of pre-stressed reinforced concrete cast-in-place pile reinforcement cages, wherein one end of each L-shaped sleeve penetrates out of the upper end of each front row of pre-stressed reinforced concrete cast-in-place pile reinforcement cage; an L-shaped prestressed tendon is arranged in each L-shaped sleeve, one end of each L-shaped prestressed tendon extends out of the L-shaped sleeve, the part of each L-shaped prestressed tendon in the L-shaped sleeve is a free section, and the part of each L-shaped prestressed tendon extending out of the L-shaped sleeve is an anchoring section;
(3) a rubber sealing plate is fixedly arranged at one end part of the L-shaped sleeve positioned at the lower end of the front row of prestressed reinforced concrete cast-in-place pile, the end of the L-shaped sleeve is sealed, and the anchoring section of the L-shaped prestressed tendon extends out of the end of the L-shaped sleeve;
(4) respectively placing the front row of prestressed reinforced concrete cast-in-place pile reinforcement cages and the rear row of prestressed reinforced concrete cast-in-place pile reinforcement cages in the front row of prestressed reinforced concrete cast-in-place pile holes and the rear row of prestressed reinforced concrete cast-in-place pile holes;
(5) pouring concrete into each front row of prestressed reinforced concrete cast-in-place pile holes, each plain concrete cast-in-place pile holes and each rear row of prestressed reinforced concrete cast-in-place pile holes to form front rows of meshed cast-in-place piles and rear rows of discrete cast-in-place piles;
(6) binding the front row pile top ring beam, the rear row pile top ring beam and the connecting beam steel bars at the positions of the reserved front row pile top ring beam, the rear row pile top ring beam and the connecting beam, and enabling the extending ends of the L-shaped sleeve and the L-shaped prestressed bars to penetrate through the front row pile top ring beam, the connecting beam and the rear row pile top ring beam steel bars;
(7) pouring concrete on the top ring beam of the front row of piles, the top ring beam of the rear row of piles and the connecting beam steel bars to form the top ring beam of the front row of piles, the top ring beam of the rear row of piles and the connecting beam;
(8) after the concrete reaches the design strength, carrying out tension anchoring on the L-shaped prestressed tendons, and anchoring the tail ends of the free sections of the L-shaped prestressed tendons on the top ring beam of the rear row of piles;
(9) grouting into the L-shaped sleeve from one end of the L-shaped sleeve positioned at the top ring beam of the back row of piles;
(10) and finishing the tensioning of the prestressed tendons after the grouting liquid reaches the designed strength.
Further, the construction method of the L-shaped prestressed pull-anchor meshed double-row pile foundation pit supporting structure is characterized in that pure cement slurry with a water-cement ratio of 0.5-0.55: 1 is adopted as grouting liquid.
Further, the construction method of the L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure is characterized in that cement mortar with a mortar-sand ratio of 1: 0.5-1: 1 is adopted as grouting liquid.
Compared with the prior art, the invention has the beneficial effects that:
(1) the prestressed tendons are placed in the cast-in-place pile and prestressed, so that the pile body is prevented from being pulled to crack, the durability of the pile body is improved, the construction process is simple, the construction process does not intersect with the earth excavation, and the construction period is saved;
(2) the prestressed double-row type supporting structure is formed by the cast-in-situ bored piles (front and rear rows), the L-shaped prestressed tendons, the top ring beam and the reinforced concrete connecting beam, so that the front row of piles and the rear row of piles form a complete linkage system, the lateral displacement of the enclosure structure is more favorably controlled, the deformation of the foundation pit is effectively controlled, the safety and the stability of the foundation pit are ensured, the construction cost is reduced, and the construction progress is accelerated;
(3) the adverse effect of the use of the inner support and the prestressed anchor cable on the surrounding environment is avoided, and green construction is realized;
(4) the front row of piles are in a meshed cast-in-place pile form, and a waterproof curtain does not need to be additionally arranged for the foundation pit engineering with the water cut requirement, so that the manufacturing cost is effectively reduced, and the construction period is shortened.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention.
Fig. 1(a) is a schematic longitudinal section view of an L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure provided by the invention;
fig. 1(b) is an enlarged view of the free section of the L-shaped tendon in fig. 1 (a).
Fig. 1(c) is an enlarged view of the anchoring section of the L-shaped tendon shown in fig. 1 (a).
Fig. 2 is a cross-sectional schematic view of an L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure provided by the invention;
FIG. 3 is a cross-sectional view taken along line A-A of FIG. 2;
fig. 4 is a construction flow schematic diagram of a construction method of the L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure provided by the invention.
In the figure: the system comprises a front row of pile top ring beams 1, a rear row of pile top ring beams 2, a connecting beam 3, L-shaped prestressed tendons 4, a front row of prestressed reinforced concrete cast-in-place piles 5, plain concrete cast-in-place piles 6, a rear row of prestressed reinforced concrete cast-in-place piles 7, L-shaped sleeves 8 and rubber seal plates 9.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
Referring to fig. 1-4, an L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure comprises a front row of piles, a rear row of piles, a front row of pile top ring beam 1, a rear row of pile top ring beam 2 and a coupling beam 3, and is characterized by further comprising a plurality of L-shaped prestressed tendons 4;
the front row of piles are meshed cast-in-place piles, and the meshed cast-in-place piles comprise front row prestressed reinforced concrete cast-in-place piles 5 and plain concrete cast-in-place piles 6 which are meshed at intervals; the rear row of piles are discrete cast-in-place bored piles, and the discrete cast-in-place bored piles comprise discretely arranged rear row prestressed reinforced concrete cast-in-place piles 7;
the front row of prestressed reinforced concrete cast-in-place piles 5 are arranged corresponding to the rear row of prestressed reinforced concrete cast-in-place piles 7, and one end of each L-shaped prestressed reinforcement 4 penetrates through the corresponding front row of prestressed reinforced concrete cast-in-place piles 5 from bottom to top and penetrates through the connecting beam 3 to be fixed with the rear row of pile top ring beam 2 at the top of the rear row of prestressed reinforced concrete cast-in-place piles 7.
Further, the meshing part between the adjacent front row prestressed reinforced concrete cast-in-place pile 5 and the plain concrete cast-in-place pile 6 is not less than 200 mm.
Furthermore, the length and diameter of the front row of prestressed reinforced concrete cast-in-place piles 5 are consistent with those of the rear row of prestressed reinforced concrete cast-in-place piles 7, and the length and diameter of the plain concrete cast-in-place piles 6 are not greater than those of the front row of prestressed reinforced concrete cast-in-place piles 5.
Furthermore, the system also comprises an L-shaped sleeve 8 which is pre-arranged in the corresponding front row of prestressed reinforced concrete cast-in-place piles 5 and the connecting beam 3, one end of the L-shaped sleeve 8 is bound on a reinforcement cage of the corresponding front row of prestressed reinforced concrete cast-in-place piles 5, the other end of the L-shaped sleeve 8 is arranged on the back row of pile top ring beam 2 through the connecting beam 3, one end of the L-shaped prestressed tendon 4 penetrates into the L-shaped sleeve 8 from bottom to top and penetrates out after passing through the front row of prestressed reinforced concrete cast-in-place piles 5 and the connecting beam 3, and the penetrating end of the L-shaped prestressed tendon 4 is anchored on the back row of pile top ring beam.
Furthermore, a rubber sealing plate 9 is arranged at one end of the L-shaped casing 8 located at the front row of prestressed reinforced concrete cast-in-place piles 5.
A construction method of an L-shaped prestress pulling-anchoring meshed double-row pile foundation pit supporting structure comprises the following construction steps:
(1) forming holes in the front row of piles, forming holes in the rear row of piles, binding front row of pile reinforcement cages, and binding rear row of pile reinforcement cages; the front row of pile holes comprise front row prestressed reinforced concrete cast-in-place pile holes and plain concrete cast-in-place pile holes which are arranged at intervals in an occlusion manner; the rear row of pile holes comprise rear row prestressed reinforced concrete cast-in-place pile holes which are discretely arranged; the front row of pile reinforcement cages comprise front row prestressed reinforced concrete cast-in-place pile reinforcement cages, and the rear row of pile reinforcement cages comprise rear row prestressed reinforced concrete cast-in-place pile reinforcement cages;
(2) fixing an L-shaped sleeve 8 at the inner side of each front row of prestressed reinforced concrete cast-in-place pile reinforcement cage, wherein one end of the L-shaped sleeve 8 penetrates out of the upper end of the front row of prestressed reinforced concrete cast-in-place pile reinforcement cage; an L-shaped prestressed tendon 4 is arranged in each L-shaped sleeve 8, one end of each L-shaped prestressed tendon 4 extends out of the L-shaped sleeve 8, the part of each L-shaped prestressed tendon 4, which is positioned in the L-shaped sleeve 8, is a free section 4.1, and the part of each L-shaped prestressed tendon 4, which extends out of the L-shaped sleeve 8, is an anchoring section 4.2;
(3) a rubber sealing plate 9 is fixedly arranged at one end part of the L-shaped sleeve 8 positioned at the lower end of the front row of prestressed reinforced concrete cast-in-place piles 5, the end of the L-shaped sleeve 8 is sealed, and the anchoring section of the L-shaped prestressed tendon 4 extends out of the end of the L-shaped sleeve;
(4) respectively placing the front row of prestressed reinforced concrete cast-in-place pile reinforcement cages and the rear row of prestressed reinforced concrete cast-in-place pile reinforcement cages in the front row of prestressed reinforced concrete cast-in-place pile holes and the rear row of prestressed reinforced concrete cast-in-place pile holes;
(5) pouring concrete into each front row of prestressed reinforced concrete cast-in-place pile holes, each plain concrete cast-in-place pile holes and each rear row of prestressed reinforced concrete cast-in-place pile holes to form front rows of meshed cast-in-place piles and rear rows of discrete cast-in-place piles;
(6) binding the front row pile top ring beam, the rear row pile top ring beam and connecting beam steel bars at the positions of the reserved front row pile top ring beam 1, the reserved rear row pile top ring beam 2 and the reserved connecting beam 3, and enabling the extending ends of the L-shaped sleeve 8 and the L-shaped prestressed bars 4 to penetrate through the front row pile top ring beam, the connecting beam and the rear row pile top ring beam steel bars;
(7) pouring concrete on the top ring beam of the front row of piles, the top ring beam of the rear row of piles and the connecting beam steel bars to form a top ring beam 1 of the front row of piles, a top ring beam 2 of the rear row of piles and a connecting beam 3;
(8) after the concrete reaches the design strength, carrying out tension anchoring on the L-shaped prestressed tendons, and anchoring the tail ends of the free sections of the L-shaped prestressed tendons 4 on the top ring beam 2 of the rear row of piles;
(9) grouting into the L-shaped sleeve 4 from one end of the L-shaped sleeve 4 at the top ring beam 8 of the rear row of piles;
(10) and finishing the tensioning of the prestressed tendons after the grouting liquid reaches the designed strength.
The grouting liquid adopts pure cement mortar with the water-cement ratio of 0.5-0.55: 1 or cement mortar with the sand-lime ratio of 1: 0.5-1: 1.
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 person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (8)
1. An L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure comprises front row piles, rear row piles, a front row pile top ring beam (1), a rear row pile top ring beam (2) and a connecting beam (3), and is characterized by further comprising a plurality of L-shaped prestressed tendons (4);
the front row of piles are meshed cast-in-place piles, and the meshed cast-in-place piles comprise front row prestressed reinforced concrete cast-in-place piles (5) and plain concrete cast-in-place piles (6) which are meshed at intervals; the rear row of piles are discrete cast-in-place bored piles, and the discrete cast-in-place bored piles comprise discretely arranged rear row prestressed reinforced concrete cast-in-place piles (7);
the front row of prestressed reinforced concrete cast-in-place piles (5) and the rear row of prestressed reinforced concrete cast-in-place piles (7) are arranged correspondingly, and one end of each L-shaped prestressed reinforcement (4) penetrates through the corresponding front row of prestressed reinforced concrete cast-in-place piles (5) from bottom to top and penetrates through the connecting beam (3) to be fixed with the rear row of pile top ring beam (2) at the top of the rear row of prestressed reinforced concrete cast-in-place piles (7).
2. The L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure as claimed in claim 1, wherein: and the occlusion part between the adjacent front row prestressed reinforced concrete cast-in-place pile (5) and the plain concrete cast-in-place pile (6) is not less than 200 mm.
3. The L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure as claimed in claim 1 or 2, wherein: the length and diameter of the front row of prestressed reinforced concrete cast-in-place piles (5) and the rear row of prestressed reinforced concrete cast-in-place piles (7) are consistent, and the length and diameter of the plain concrete cast-in-place piles (6) are not greater than those of the front row of prestressed reinforced concrete cast-in-place piles (5).
4. The L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure as claimed in claim 3, wherein: the pile head structure is characterized by further comprising L-shaped sleeves (8) which are pre-arranged in the corresponding front row of prestressed reinforced concrete cast-in-place piles (5) and the connecting beams (3), one ends of the L-shaped sleeves (8) are bound on the reinforcement cages of the corresponding front row of prestressed reinforced concrete cast-in-place piles (5), the other ends of the L-shaped sleeves are arranged on the back row of pile head ring beams (2) through the connecting beams (3), one ends of the L-shaped prestressed reinforcements (4) penetrate into the L-shaped sleeves (8) from bottom to top and penetrate out after passing through the front row of prestressed reinforced concrete cast-in-place piles (5) and the connecting beams (3), and the penetrating ends of the L-shaped prestressed reinforcements (4) are anchored on the back row of pile head ring beams (2).
5. The L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure as claimed in claim 4, wherein: and a rubber sealing plate (9) is arranged at one end part of the L-shaped sleeve (8) positioned at one end of the front row of prestressed reinforced concrete cast-in-place piles (5).
6. A construction method of an L-shaped prestress pulling-anchoring meshed double-row pile foundation pit supporting structure is characterized by comprising the following construction steps:
(1) forming holes in the front row of piles, forming holes in the rear row of piles, binding front row of pile reinforcement cages, and binding rear row of pile reinforcement cages; the front row of pile holes comprise front row prestressed reinforced concrete cast-in-place pile holes and plain concrete cast-in-place pile holes which are arranged at intervals in an occlusion manner; the rear row of pile holes comprise rear row prestressed reinforced concrete cast-in-place pile holes which are discretely arranged; the front row pile reinforcement cage comprises a front row prestressed reinforced concrete cast-in-place pile reinforcement cage, and the rear row pile reinforcement cage comprises a rear row prestressed reinforced concrete cast-in-place pile reinforcement cage;
(2) fixing an L-shaped sleeve (8) at the inner side of each front row of prestressed reinforced concrete cast-in-place pile reinforcement cage, wherein one end of the L-shaped sleeve (8) penetrates out of the upper end of the front row of prestressed reinforced concrete cast-in-place pile reinforcement cage; an L-shaped prestressed tendon (4) is arranged in each L-shaped sleeve (8), one end of each L-shaped prestressed tendon (4) extends out of the L-shaped sleeve (8), the part of each L-shaped prestressed tendon (4) located in the L-shaped sleeve (8) is a free section, and the part extending out of the L-shaped sleeve (8) is an anchoring section;
(3) a rubber sealing plate (9) is fixedly arranged at one end part of an L-shaped sleeve (8) positioned at the lower end of the front row of prestressed reinforced concrete cast-in-place piles (5), the end of the L-shaped sleeve (8) is sealed, and an anchoring section of an L-shaped prestressed tendon (4) extends out of the end of the L-shaped sleeve;
(4) respectively placing the front row of prestressed reinforced concrete cast-in-place pile reinforcement cages and the rear row of prestressed reinforced concrete cast-in-place pile reinforcement cages in the front row of prestressed reinforced concrete cast-in-place pile holes and the rear row of prestressed reinforced concrete cast-in-place pile holes;
(5) pouring concrete into each front row of prestressed reinforced concrete cast-in-place pile holes, each plain concrete cast-in-place pile holes and each rear row of prestressed reinforced concrete cast-in-place pile holes to form front rows of meshed cast-in-place piles and rear rows of discrete cast-in-place piles;
(6) binding the front row pile top ring beam, the rear row pile top ring beam and connecting beam steel bars at the positions of the reserved front row pile top ring beam (1), the reserved rear row pile top ring beam (2) and the reserved connecting beam (3), and enabling the extending ends of the L-shaped sleeve (8) and the L-shaped prestressed bars (4) to penetrate through the front row pile top ring beam, the connecting beam and the rear row pile top ring beam steel bars;
(7) pouring concrete on the top ring beam of the front row of piles, the top ring beam of the rear row of piles and the connecting beam steel bars to form a top ring beam (1) of the front row of piles, a top ring beam (2) of the rear row of piles and a connecting beam (3);
(8) after the concrete reaches the design strength, carrying out tension anchoring on the L-shaped prestressed tendons, and anchoring the tail ends of the free sections of the L-shaped prestressed tendons (4) on the top ring beam (2) of the back row of piles;
(9) grouting into the L-shaped sleeve (8) from one end of the L-shaped sleeve (8) at the top ring beam (2) of the rear row of piles;
(10) and finishing the tensioning of the prestressed tendons after the grouting liquid reaches the designed strength.
7. The construction method of the L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure according to claim 6, wherein the grouting liquid is pure cement slurry with a water-cement ratio of 0.5-0.55: 1.
8. The construction method of the L-shaped prestressed pull-anchor engaged double-row pile foundation pit supporting structure as claimed in claim 6, wherein cement mortar with a mortar-sand ratio of 1: 0.5-1: 1 is adopted as the grouting liquid.
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| CN113431065A (en) * | 2021-03-23 | 2021-09-24 | 中交一公局集团有限公司 | Rapid construction method and structure of occlusive pile and steel sleeve combined cofferdam |
| CN113550321A (en) * | 2021-06-28 | 2021-10-26 | 上海建工集团股份有限公司 | Prestressed PC construction method combined steel pipe pile foundation pit supporting structure and construction method thereof |
| CN113802573A (en) * | 2021-09-28 | 2021-12-17 | 天津中勘天泽建筑工程设计有限公司 | Foundation pit prestress pressing plate type multi-row supporting structure and method |
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| CN113802573A (en) * | 2021-09-28 | 2021-12-17 | 天津中勘天泽建筑工程设计有限公司 | Foundation pit prestress pressing plate type multi-row supporting structure and method |
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