CN111270662A - Construction method of composite foundation - Google Patents
Construction method of composite foundation Download PDFInfo
- Publication number
- CN111270662A CN111270662A CN202010147744.1A CN202010147744A CN111270662A CN 111270662 A CN111270662 A CN 111270662A CN 202010147744 A CN202010147744 A CN 202010147744A CN 111270662 A CN111270662 A CN 111270662A
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- pile
- foundation
- grouting
- soil layer
- grouting anchor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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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
Abstract
The invention relates to a construction method of a composite foundation, which comprises the following construction steps: s1, punching: manually or mechanically excavating pile holes with designed sizes at a preset pile foundation position, wherein the distance between every two pile holes is 2-3 m, the pile holes sequentially penetrate through a soft soil layer and a hard soil layer, the extending depth of the hard soil layer is 3-5 m, after the pile holes are excavated, the inner side wall and the bottom surface of each pile hole are tamped and leveled, and a layer of polystyrene film is coated on the inner side wall of each pile hole; s2, installing a grouting anchor rod and a reinforcement cage: the prefabricated reinforcement cage is placed into the pile hole, the vertical reinforcement at the bottom of the reinforcement cage is inserted into the bottom surface of the pile hole, so that the reinforcement cage is fixed in the pile hole, and then a plurality of grouting anchor rods are uniformly installed along the inner side wall of the pile hole. The composite foundation integrating the bearing foundation and the pile foundation greatly improves the overall strength and stability of the composite foundation.
Description
Technical Field
The invention relates to the technical field of building foundations, in particular to a construction method of a composite foundation.
Background
The composite foundation refers to a natural foundation in which a part of soil body is enhanced or replaced in the process of treatment, or a reinforcement material is arranged in the natural foundation, and a reinforcement area is an artificial foundation consisting of a matrix and a reinforcement body; the construction of highways and high-speed railways on soft clay foundations is a technical problem which is difficult to solve in the industry, and how to stabilize the roadbed and settle after construction. The prior art discloses a construction method of a composite foundation disclosed in Chinese patent with publication number CN109667259B, the composite foundation takes the ground as the top, a cushion layer (1) and a foundation (2) are sequentially arranged from top to bottom, a plurality of pile cores which are vertically downward are arranged in the foundation (2), and the pile cores are composed of bulk materials (4) and microorganism bonding materials (5); the pile cores are connected through an inter-pile net made of a microbial bonding material (5); the microorganism binding material (5) is generated by the reaction of bacterial liquid and calcium chloride solution; the microorganism in the bacterial liquid consists of a locally produced urease microorganism for preparing a foundation and pseudomonas. The microbial binding material is prepared by constructing local dominant bacteria and pseudomonas together, so that the discrete material forms an integral pile core; meanwhile, the pile cores are connected through natural flowing and permeation of the microbial bonding material before bonding and forming, and a whole inter-pile net is formed in the foundation.
The above prior art solutions have the following drawbacks: the pile cores are connected through the pile-to-pile net made of the microbial bonding material, the bonding force between the pile cores is insufficient, the composite pile foundation of an integral structure cannot be formed, and the overall strength and the stability of the composite foundation are not ideal.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a construction method of a composite foundation, wherein a load-bearing foundation and a pile foundation form an integrated composite foundation, and the overall strength and stability of the composite foundation are greatly improved.
The above object of the present invention is achieved by the following technical solutions:
a construction method of a composite foundation comprises the following construction steps:
s1, punching: manually or mechanically excavating pile holes with designed sizes at a preset pile foundation position, wherein the distance between every two pile holes is 2-3 m, the pile holes sequentially penetrate through a soft soil layer and a hard soil layer, the extending depth of the hard soil layer is 3-5 m, after the pile holes are excavated, the inner side wall and the bottom surface of each pile hole are tamped and leveled, and a layer of polystyrene film is coated on the inner side wall of each pile hole;
s2, installing a grouting anchor rod and a reinforcement cage: firstly, placing a prefabricated reinforcement cage into a pile hole, inserting vertical reinforcements at the bottom of the reinforcement cage into the bottom surface of the pile hole so as to fix the reinforcement cage in the pile hole, uniformly installing a plurality of grouting anchor rods along the inner side wall of the pile hole, wherein the grouting anchor rods are arranged in an inclined upward direction, and the rear parts of the grouting anchor rods are bound and fixed with the reinforcement cage;
s3, arranging a foundation reinforcing mesh: a plurality of transverse reinforcing steel bars are welded between the vertical reinforcing steel bars at the tops of two adjacent reinforcing cages, the transverse reinforcing steel bars are welded with supporting reinforcing steel bars perpendicular to the transverse reinforcing steel bars, the lower ends of the supporting reinforcing steel bars are inserted on the ground, and the transverse reinforcing steel bars and the supporting reinforcing steel bars are fixedly connected to form a foundation reinforcing mesh;
s4, pouring pile hole concrete: grouting the grouting anchor rod to enable the grouting anchor rod to be anchored with a soft soil layer or a hard soil layer, filling broken stones into the pile hole, simultaneously pouring concrete mortar into the pile hole, compacting the concrete mortar with the height of 0.5-0.8 m when the concrete mortar is poured, and curing for 1-1.5 days after pouring is finished to obtain a pile foundation;
s5, pouring the load-bearing foundation concrete: and arranging a pouring template along the periphery of the foundation reinforcing mesh, pouring concrete mortar into the foundation reinforcing mesh, and forming a composite foundation with the pile foundation after solidification and forming.
By adopting the technical scheme, the construction method comprises the specific steps of punching, installing the grouting anchor rods and the reinforcement cages, arranging the foundation reinforcing mesh, pouring the pile hole concrete and pouring the bearing foundation concrete, wherein a plurality of grouting anchor rods are uniformly installed on the inner side wall of the pile hole, mortar is injected into a soft soil layer or a hard soil layer through the grouting anchor rods, on one hand, the soft soil layer or the hard soil layer can be solidified, on the other hand, the front parts of the grouting anchor rods and the soft soil layer or the hard soil layer form an anchoring structure, and the rear parts of the grouting anchor rods are fixedly connected with the reinforcement cages and are solidified and formed into a whole through the poured concrete mortar; the foundation reinforcing mesh is fixedly welded with the reinforcing cage, the foundation reinforcing mesh is poured to form a bearing foundation, the bearing foundation and the pile foundation form an integrated composite foundation, and the overall strength and the stability of the composite foundation are greatly improved.
The present invention in a preferred example may be further configured to: the outer wall of the grouting anchor rod is uniformly distributed with helical teeth, a main runner is arranged in the grouting anchor rod along the length direction of the grouting anchor rod, a main grouting hole communicated with the main runner is formed in the front end of the grouting anchor rod, a sub-runner communicated with the main runner is arranged in the helical teeth along the length direction of the helical teeth, a separate grouting hole communicated with the sub-runner is formed in the helical teeth, and anchoring mortar is respectively sprayed out from the main runner, the main grouting hole, the sub-runner and the separate grouting hole.
By adopting the technical scheme, the helical teeth distributed on the outer wall of the grouting anchor rod and the soil layer form a pawl structure, so that the contact area of the grouting anchor rod and the soil layer is increased, and a larger pretension force can be applied to a pile foundation; in addition, the separate grouting holes distributed on the helical teeth and the main grouting hole at the front end of the grouting anchor rod can be used for spraying anchoring mortar, so that the grouting anchor rod can be used for curing a soft soil layer or a hard soil layer.
The present invention in a preferred example may be further configured to: the length of the grouting anchor rod in the pile hole accounts for 30-50% of the total length.
Through adopting above-mentioned technical scheme, the rear portion of slip casting stock solidifies the shaping with the concrete mortar of pile foundation for pile foundation combines as an organic wholely with the soil layer.
The present invention in a preferred example may be further configured to: the inclination angle of slip casting stock is 40 ~ 60.
Through adopting above-mentioned technical scheme, the inclination of slip casting stock is 40 ~ 60 to apply the resistance of horizontal and vertical displacement to the pile foundation.
The present invention in a preferred example may be further configured to: the depth of the vertical steel bars at the bottom of the steel reinforcement cage inserted into the bottom surface of the pile hole is 0.5-1.2 m.
Through adopting above-mentioned technical scheme, the steel reinforcement cage can set up in the stake is downthehole more firmly.
The present invention in a preferred example may be further configured to: the particle size of the broken stone close to the hard soil layer in the pile hole is larger than that of the broken stone close to the soft soil layer.
By adopting the technical scheme, the broken stone with large particle size and the hard soil layer of the pile hole have better combination effect, and the broken stone with small particle size and the soft soil layer of the pile hole have better combination effect.
The present invention in a preferred example may be further configured to: the reinforcement cage comprises vertical reinforcements distributed annularly and annular reinforcements fixedly welded with the vertical reinforcements.
By adopting the technical scheme, the annular steel bars and the vertical steel bars form the steel reinforcement cage after being combined, the installation and the construction are simple, and the mechanical property of the steel reinforcement cage is excellent.
The present invention in a preferred example may be further configured to: the vertical steel bars at the top of the steel reinforcement cage extend out of the ground by 0.5-1 m.
Through adopting above-mentioned technical scheme, the vertical reinforcing bar at steel reinforcement cage top stretches out ground and horizontal welding realizes welded fastening for steel reinforcement cage and ground reinforcing bar net form an organic whole structure, have increased building foundation's stability and shock resistance.
In summary, the invention includes at least one of the following beneficial technical effects:
the construction method comprises the specific steps of punching, installing grouting anchor rods and reinforcement cages, arranging foundation reinforcing mesh, grouting pile hole concrete and pouring bearing foundation concrete, wherein a plurality of grouting anchor rods are uniformly installed on the inner side wall of a pile hole, mortar is injected into a soft soil layer or a hard soil layer through the grouting anchor rods, on one hand, the soft soil layer or the hard soil layer can be solidified, on the other hand, the front parts of the grouting anchor rods and the soft soil layer or the hard soil layer form an anchoring structure, and the rear parts of the grouting anchor rods are fixedly connected with the reinforcement cages and are solidified and formed into a whole through the grouting concrete mortar; the foundation reinforcing mesh is fixedly welded with the reinforcing cage, the foundation reinforcing mesh is poured to form a bearing foundation, and the bearing foundation and the pile foundation form an integrated composite foundation, so that the overall strength and stability of the composite foundation are greatly improved;
the helical teeth distributed on the outer wall of the grouting anchor rod form a pawl structure with the soil layer, so that the contact area of the grouting anchor rod and the soil layer is increased, and larger pretension force can be applied to a pile foundation; in addition, the separate grouting holes distributed on the helical teeth and the main grouting hole at the front end of the grouting anchor rod can be used for spraying anchoring mortar, so that the grouting anchor rod can be used for curing a soft soil layer or a hard soil layer;
according to the invention, the vertical steel bars at the top of the steel reinforcement cage extend out of the ground and are welded and fixed with the transverse welding, so that the steel reinforcement cage and the foundation reinforcing mesh form an integrated structure, and the poured bearing foundation and the pile foundation form an integrated composite foundation, thereby improving the stability and the shock resistance of the building foundation.
Drawings
FIG. 1 is a schematic view of the construction process of the present invention.
Fig. 2 is a schematic view illustrating construction of the composite foundation of the present invention.
Fig. 3 is a schematic structural view of a grouting bolt of the present invention.
Reference numerals: 1. a soft soil layer; 2. a hard soil layer; 3. transverse reinforcing steel bars; 4. supporting the reinforcing steel bars; 5. pile holes; 6. grouting an anchor rod; 7. helical teeth; 8. an annular reinforcing bar; 9. vertical reinforcing steel bars; 10. a main flow channel; 11. a main grouting hole; 12. a shunt channel; 13. and (5) dispensing a slurry hole.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1 and 2, the construction method of a composite foundation disclosed by the invention comprises the following construction steps:
s1, punching: manually or mechanically excavating pile holes 5 with designed sizes at a preset pile foundation position, wherein the distance between every two adjacent pile holes 5 is 2-3 m, the pile holes 5 sequentially penetrate through a soft soil layer 1 and a hard soil layer 2, the extending depth of the hard soil layer 2 is 3-5 m, after the pile holes 5 are excavated, the inner side wall and the bottom surface of each pile hole 5 are tamped and leveled, and a layer of polystyrene film is coated on the inner side wall of each pile hole 5;
s2, installing the grouting anchor rod 6 and the reinforcement cage: put prefabricated profiled reinforcement cage into stake hole 5 earlier, the reinforcement cage including the vertical reinforcement 9 of annular distribution and with vertical reinforcement 9 fixed welded annular reinforcing bar 8, the vertical reinforcement 9 at reinforcement cage top stretches out ground 0.5 ~ 1m, the vertical reinforcement 9 of reinforcement cage bottom inserts the bottom surface of stake hole 5, the degree of depth that the vertical reinforcement 9 of reinforcement cage bottom inserted the 5 bottom surfaces of stake hole is 0.5 ~ 1.2m, so that the reinforcement cage is fixed in stake hole 5, again along the inside wall of stake hole 5 evenly installed many slip casting stock 6, the length that slip casting stock 6 is located stake hole 5 accounts for 30 ~ 50 of total length, the direction that sets up of slip casting stock 6 is the slope upwards, the inclination of slip casting stock 6 is 40 ~ 60, and slip casting stock 6 rear portion is fixed with reinforcement cage looks ligature. Referring to fig. 3, oblique teeth 7 are uniformly distributed on the outer wall of a grouting anchor rod 6, a main runner 10 is arranged in the grouting anchor rod 6 along the length direction of the grouting anchor rod, a main grouting hole 11 communicated with the main runner 10 is formed in the front end of the grouting anchor rod 6, a sub-runner 12 communicated with the main runner 10 is arranged in the oblique teeth 7 along the length direction of the oblique teeth, a separate grouting hole 13 communicated with the sub-runner 12 is formed in the oblique teeth 7, and anchoring mortar is sprayed out from the main runner 10, the main grouting hole 11, the sub-runner 12 and the separate grouting hole 13 respectively;
s3, arranging a foundation reinforcing mesh: a plurality of transverse steel bars 3 are welded between the vertical steel bars 9 at the tops of two adjacent steel bar cages, the transverse steel bars 3 are welded with supporting steel bars 4 perpendicular to the transverse steel bars 3, the lower ends of the supporting steel bars 4 are inserted on the ground, and the transverse steel bars 3 and the supporting steel bars 4 are fixedly connected to form a foundation steel bar mesh;
s4, pouring pile hole concrete: grouting the grouting anchor rod 6 to anchor the grouting anchor rod 6 with the soft soil layer 1 or the hard soil layer 2, filling broken stones into the pile hole 5, simultaneously pouring concrete mortar into the pile hole 5, compacting the concrete mortar with the height of 0.5-0.8 m by using a concrete vibrating rod every time when the concrete mortar is poured, and curing for 1-1.5 days after pouring is finished to obtain a pile foundation;
s5, pouring the load-bearing foundation concrete: and arranging a pouring template along the periphery of the foundation reinforcing mesh, pouring concrete mortar into the foundation reinforcing mesh, and forming a composite foundation with the pile foundation after solidification and forming.
The implementation principle of the embodiment is as follows: the construction method of the embodiment comprises the specific steps of punching, installing grouting anchor rods 6 and reinforcement cages, arranging foundation reinforcing mesh, grouting pile hole concrete and pouring bearing foundation concrete, wherein a plurality of grouting anchor rods 6 are uniformly installed on the inner side wall of a pile hole 5, mortar is injected into a soft soil layer 1 or a hard soil layer 2 through the grouting anchor rods 6, on one hand, the soft soil layer 1 or the hard soil layer 2 can be solidified, on the other hand, the front parts of the grouting anchor rods 6 and the soft soil layer 1 or the hard soil layer 2 form an anchoring structure, and the rear parts of the grouting anchor rods 6 are fixedly connected with the reinforcement cages and are solidified and formed into a whole through grouting concrete mortar; the foundation reinforcing mesh is fixedly welded with the reinforcing cage, the foundation reinforcing mesh is poured to form a bearing foundation, and the bearing foundation and the pile foundation form an integrated composite foundation.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (8)
1. The construction method of the composite foundation is characterized by comprising the following construction steps:
s1, punching: manually or mechanically excavating pile holes (5) with designed sizes at a preset pile foundation position, wherein the distance between every two adjacent pile holes (5) is 2-3 m, the pile holes (5) sequentially penetrate through a soft soil layer (1) and a hard soil layer (2), the extending depth of the hard soil layer (2) is 3-5 m, after the pile holes (5) are excavated, the inner side wall and the bottom surface of each pile hole (5) are tamped and leveled, and a layer of polystyrene film is coated on the inner side wall of each pile hole (5);
s2, installing a grouting anchor rod (6) and a reinforcement cage: firstly, placing a prefabricated reinforcement cage into a pile hole (5), inserting vertical reinforcements (9) at the bottom of the reinforcement cage into the bottom surface of the pile hole (5) so as to fix the reinforcement cage in the pile hole (5), uniformly installing a plurality of grouting anchor rods (6) along the inner side wall of the pile hole (5), wherein the grouting anchor rods (6) are arranged in an inclined upward direction, and the rear parts of the grouting anchor rods (6) are bound and fixed with the reinforcement cage;
s3, arranging a foundation reinforcing mesh: a plurality of transverse reinforcing steel bars (3) are welded between the vertical reinforcing steel bars (9) at the tops of two adjacent reinforcing cages, supporting reinforcing steel bars (4) perpendicular to the transverse reinforcing steel bars (3) are welded on the transverse reinforcing steel bars (3), the lower ends of the supporting reinforcing steel bars (4) are inserted on the ground, and the transverse reinforcing steel bars (3) and the supporting reinforcing steel bars (4) are fixedly connected to form a foundation reinforcing mesh;
s4, pouring pile hole concrete: grouting a grouting anchor rod (6) to anchor the grouting anchor rod (6) with a soft soil layer (1) or a hard soil layer (2), filling broken stones into a pile hole (5), simultaneously pouring concrete mortar into the pile hole (5), compacting the poured mortar by using a concrete vibrating rod, and curing for 1-1.5 days after pouring is finished to obtain a pile foundation;
s5, pouring the load-bearing foundation concrete: and arranging a pouring template along the periphery of the foundation reinforcing mesh, pouring concrete mortar into the foundation reinforcing mesh, and forming a composite foundation with the pile foundation after solidification and forming.
2. The construction method of a composite foundation according to claim 1, wherein: the grouting anchor rod is characterized in that oblique teeth (7) are uniformly distributed on the outer wall of the grouting anchor rod (6), a main runner (10) is arranged in the grouting anchor rod (6) along the length direction of the grouting anchor rod, a main grouting hole (11) communicated with the main runner (10) is formed in the front end of the grouting anchor rod (6), a sub-runner (12) communicated with the main runner (10) is arranged in the oblique teeth (7) along the length direction of the oblique teeth, a separate grouting hole (13) communicated with the sub-runner (12) is formed in the oblique teeth (7), and anchoring mortar is sprayed out from the main runner (10), the main grouting hole (11), the sub-runner (12) and the separate grouting hole (13) respectively.
3. The construction method of a composite foundation according to claim 2, wherein: the length of the grouting anchor rod (6) in the pile hole (5) accounts for 30-50% of the total length.
4. The construction method of a composite foundation according to claim 2, wherein: the inclination angle of the grouting anchor rod (6) is 40-60 degrees.
5. The construction method of a composite foundation according to claim 1, wherein: the depth of inserting the vertical steel bars (9) at the bottom of the steel reinforcement cage into the bottom surface of the pile hole (5) is 0.5-1.2 m.
6. The construction method of a composite foundation according to claim 1, wherein: the particle size of broken stones in the pile holes (5) close to the hard soil layer (2) is larger than that of broken stones close to the soft soil layer (1).
7. The method for constructing a composite foundation according to any one of claims 1 to 6, wherein: the reinforcement cage comprises vertical reinforcements (9) distributed annularly and annular reinforcements (8) fixedly welded with the vertical reinforcements (9).
8. The construction method of a composite foundation according to claim 7, wherein: vertical reinforcing steel bars (9) at the top of the reinforcement cage extend out of the ground by 0.5-1 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010147744.1A CN111270662A (en) | 2020-03-05 | 2020-03-05 | Construction method of composite foundation |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010147744.1A CN111270662A (en) | 2020-03-05 | 2020-03-05 | Construction method of composite foundation |
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| CN111270662A true CN111270662A (en) | 2020-06-12 |
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| CN202010147744.1A Pending CN111270662A (en) | 2020-03-05 | 2020-03-05 | Construction method of composite foundation |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111802156A (en) * | 2020-07-14 | 2020-10-23 | 中国水利水电科学研究院 | Method for restoring hydro-fluctuation belt by utilizing ecological mulberry |
| CN112281896A (en) * | 2020-11-25 | 2021-01-29 | 成都城投建筑工程有限公司 | Construction pile foundation structure of rotary drilling rig and construction method thereof |
| CN112854279A (en) * | 2021-01-19 | 2021-05-28 | 万晟建设集团有限公司 | Combined pile for foundation engineering and preparation method thereof |
| CN113006056A (en) * | 2021-03-23 | 2021-06-22 | 蒙城安路蓝海交通投资有限公司 | Deepwater pile foundation construction method |
| CN113502806A (en) * | 2021-07-15 | 2021-10-15 | 江苏天力建设集团有限公司 | Concrete-filled steel tube stand column for weathered geological reverse construction method and construction method |
| CN113756292A (en) * | 2021-06-07 | 2021-12-07 | 中启胶建集团有限公司 | Waist beam suspension steel bar and template quick-forming structure and construction method thereof |
| CN114277790A (en) * | 2021-12-16 | 2022-04-05 | 深圳市工勘岩土集团有限公司 | Defect bored concrete pile maintenance processing method |
| CN115162327A (en) * | 2022-08-09 | 2022-10-11 | 开封大学 | Foundation construction method in house building |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2154288Y (en) * | 1993-05-24 | 1994-01-26 | 姚开绥 | Tube type mud auto-anchor solum anchor rod |
| KR100657613B1 (en) * | 2006-05-16 | 2006-12-14 | 이더테크놀로지(주) | Device for fortifying supporting force of weak land having geotextile installed on piles |
| CN102433876A (en) * | 2011-08-31 | 2012-05-02 | 浙江大学城市学院 | Multi-compartment casing composite pile and construction method thereof |
| CN105544512A (en) * | 2015-12-21 | 2016-05-04 | 河海大学 | Reinforced sack grouting stone-breaking pile with heat transferring tube buried therein and construction method |
| CN109826191A (en) * | 2019-03-22 | 2019-05-31 | 深圳宏业基岩土科技股份有限公司 | The constructing structure of concrete tubular pile |
| CN109944226A (en) * | 2019-04-16 | 2019-06-28 | 新疆北新路桥集团股份有限公司 | A kind of vibro-replacement stone pile composite foundation construction method |
| CN209457028U (en) * | 2018-12-24 | 2019-10-01 | 常州东华建筑安装工程有限公司 | A kind of ruggedized construction of soft soil foundation |
-
2020
- 2020-03-05 CN CN202010147744.1A patent/CN111270662A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2154288Y (en) * | 1993-05-24 | 1994-01-26 | 姚开绥 | Tube type mud auto-anchor solum anchor rod |
| KR100657613B1 (en) * | 2006-05-16 | 2006-12-14 | 이더테크놀로지(주) | Device for fortifying supporting force of weak land having geotextile installed on piles |
| CN102433876A (en) * | 2011-08-31 | 2012-05-02 | 浙江大学城市学院 | Multi-compartment casing composite pile and construction method thereof |
| CN105544512A (en) * | 2015-12-21 | 2016-05-04 | 河海大学 | Reinforced sack grouting stone-breaking pile with heat transferring tube buried therein and construction method |
| CN209457028U (en) * | 2018-12-24 | 2019-10-01 | 常州东华建筑安装工程有限公司 | A kind of ruggedized construction of soft soil foundation |
| CN109826191A (en) * | 2019-03-22 | 2019-05-31 | 深圳宏业基岩土科技股份有限公司 | The constructing structure of concrete tubular pile |
| CN109944226A (en) * | 2019-04-16 | 2019-06-28 | 新疆北新路桥集团股份有限公司 | A kind of vibro-replacement stone pile composite foundation construction method |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111802156A (en) * | 2020-07-14 | 2020-10-23 | 中国水利水电科学研究院 | Method for restoring hydro-fluctuation belt by utilizing ecological mulberry |
| CN112281896A (en) * | 2020-11-25 | 2021-01-29 | 成都城投建筑工程有限公司 | Construction pile foundation structure of rotary drilling rig and construction method thereof |
| CN112281896B (en) * | 2020-11-25 | 2022-01-04 | 成都城投建筑工程有限公司 | Construction pile foundation structure of rotary drilling rig and construction method thereof |
| CN112854279A (en) * | 2021-01-19 | 2021-05-28 | 万晟建设集团有限公司 | Combined pile for foundation engineering and preparation method thereof |
| CN113006056A (en) * | 2021-03-23 | 2021-06-22 | 蒙城安路蓝海交通投资有限公司 | Deepwater pile foundation construction method |
| CN113756292A (en) * | 2021-06-07 | 2021-12-07 | 中启胶建集团有限公司 | Waist beam suspension steel bar and template quick-forming structure and construction method thereof |
| CN113502806A (en) * | 2021-07-15 | 2021-10-15 | 江苏天力建设集团有限公司 | Concrete-filled steel tube stand column for weathered geological reverse construction method and construction method |
| CN114277790A (en) * | 2021-12-16 | 2022-04-05 | 深圳市工勘岩土集团有限公司 | Defect bored concrete pile maintenance processing method |
| CN114277790B (en) * | 2021-12-16 | 2023-08-25 | 深圳市工勘岩土集团有限公司 | Repairing and processing method for defect filling pile |
| CN115162327A (en) * | 2022-08-09 | 2022-10-11 | 开封大学 | Foundation construction method in house building |
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Application publication date: 20200612 |
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