CN114808952A - Construction method of unbonded prestressed cast-in-situ bored pile - Google Patents
Construction method of unbonded prestressed cast-in-situ bored pile Download PDFInfo
- Publication number
- CN114808952A CN114808952A CN202210410032.3A CN202210410032A CN114808952A CN 114808952 A CN114808952 A CN 114808952A CN 202210410032 A CN202210410032 A CN 202210410032A CN 114808952 A CN114808952 A CN 114808952A
- Authority
- CN
- China
- Prior art keywords
- pile
- reinforcement cage
- concrete
- grouting
- hole
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- 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
- E02D5/58—Prestressed concrete piles
-
- 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
-
- 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
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A construction method of an unbonded prestressed cast-in-situ bored pile comprises the following steps: drilling a hole in a preset area to form a pile hole; preparing a reinforcement cage; hoisting the reinforcement cage to the position above the pile hole, adjusting the verticality of the reinforcement cage, and putting the reinforcement cage into the pile hole; pouring pile body concrete into the pile hole; after the pile body concrete is solidified, grouting the side surface of the pile body through the pile side grouting assembly; and when the pile body concrete and the pile side grouting are solidified and reach the design strength, tensioning the steel strands in the outer sleeve, and enabling the pre-locking value of the steel strands to reach 192 KN. The pile foundation strength can be effectively improved through the arrangement of the prestressed steel hinge assembly, the generation of pile foundation concrete cracks is avoided, and the durability is improved. Meanwhile, the use amount of the steel bars can be saved, the construction cost is saved, and the construction period is saved.
Description
Technical Field
The invention relates to the technical field of construction of building pile foundation foundations, in particular to a construction method of an unbonded prestressed cast-in-situ bored pile.
Background
In the passive anti-floating design of the building engineering, the requirement on the vertical uplift bearing capacity of a single pile is good, and meanwhile, the problem of the anti-cracking durability of the uplift pile serving as a main anchoring part is always concerned.
The concrete in the tensile stress area after the tensile stress of the common uplift pile is easy to crack, so that the uplift pile is always in a state with cracks, in order to control the cracks, the common method is to increase the tensile steel bars, so that the cracks are difficult to avoid in time, the method does not fully exert the characteristics of the tensile steel bars, does not completely cure the cracks, and is extremely easy to corrode the steel bars by underground water to directly influence the durability of the steel bars.
Disclosure of Invention
The invention mainly solves the technical problem of providing a construction method of an unbonded prestressed bored pile, which can effectively improve the strength of a pile foundation.
The application provides a construction method of an unbonded prestressed cast-in-situ bored pile, which comprises the following steps:
drilling a hole in a preset area to form a pile hole;
preparing a reinforcement cage; the reinforcement cage includes: the pile side grouting device comprises a steel reinforcement cage body, three prestressed steel hinge assemblies and a plurality of pile side grouting assemblies; the three prestressing force steel hinge subassembly is followed the inner circle circumference of steel reinforcement cage body is equallyd divide the array, the prestressing force steel hinge subassembly includes: the device comprises an outer sleeve, a plurality of steel strands, a tensioning assembly and a fixing assembly; the outer sleeve is fixed on the inner ring of the reinforcement cage body, the plurality of steel strands penetrate through the outer sleeve, and two ends of each steel strand are exposed out of the outer sleeve; the fixing assembly is arranged at one end of the plurality of steel strands exposed out of the outer sleeve and is positioned at the pile bottom of the pile hole; the tensioning assembly is arranged at the other end of the steel strands exposed out of the outer sleeve and is higher than the supporting plate at the top of the pile hole; the pile side grouting assemblies are arranged on the outer ring of the reinforcement cage body;
hoisting the reinforcement cage to the position above the pile hole, adjusting the verticality of the reinforcement cage, and putting the reinforcement cage into the pile hole;
pouring pile body concrete into the pile hole;
after the pile body concrete is solidified, grouting the side surface of the pile body through the pile side grouting assembly;
and when the pile body concrete and the pile side grouting are solidified and reach the design strength, tensioning the steel strands in the outer sleeve, and enabling the pre-locking value of the steel strands to reach 192 KN.
In one embodiment, in the step of pouring the concrete into the pile hole, the slump of the pile body concrete is 180-220 mm.
In one embodiment, in the step of pouring the pile body concrete into the pile hole, initially, the distance between the bottom end of the concrete guide pipe and the pile bottom of the pile hole is 0.3-0.5 m; in the pouring process, the depth of the conduit embedded in the concrete is 2-6m and is not less than 1 m; the concrete conduit can move up and down when the concrete conduit is embedded for less than 300mm just before the pouring is finished.
In one embodiment, in the step of pouring the pile body concrete into the pile hole, the pile body concrete is poured into another pile hole under the same bearing platform after 24 hours.
In one embodiment, when the pile body concrete and the pile side concrete are solidified and reach the designed strength, the plurality of steel strands in the outer sleeve are tensioned, and the pre-locking value of the steel strands reaches 192KN, wherein the tensioning is performed step by step according to 30% -30% -40%.
In one embodiment, the reinforcement cage body comprises: a plurality of main ribs, helical ribs, and a plurality of reinforcing hoops; the main ribs are arranged in parallel in sequence, the spiral ribs are fixed on the main ribs in a spiral winding mode, and the reinforcing hoop structures are arranged in sequence along the length direction of the main ribs.
In one embodiment, the reinforcement cage body further comprises a plurality of protective layers arranged on each main reinforcement, and the protective layers are sequentially arranged at equal intervals along the length direction of the main reinforcement.
In one embodiment, the pile side grouting assembly comprises: the grouting device comprises a connecting pipe, a plurality of annular grouting pipes and a plurality of grouting valves arranged on the annular grouting pipes; the annular grouting pipes are fixed to the outer ring of the reinforcement cage body along the height direction of the reinforcement cage body, and the connecting pipes are used for communicating the plurality of annular grouting pipes.
In one embodiment, the annular grouting pipes are arranged at intervals of 6-12 meters and are more than 5-10 meters away from the pile bottom and less than 8 meters away from the pile top.
According to the construction method of the unbonded prestressed cast-in-situ bored pile, the strength of the pile foundation can be effectively improved through the arrangement of the prestressed steel hinge assembly, the generation of cracks in the pile foundation concrete is avoided, and the durability is improved. Meanwhile, the use amount of the steel bars can be saved, the construction cost is saved, and the construction period is saved.
Drawings
Fig. 1 is a flow chart of a construction method of an unbonded prestressed cast-in-situ bored pile provided by the present application;
fig. 2 is a schematic diagram of a steel reinforcement cage being lowered into a pile hole in the construction method of the unbonded prestressed cast-in-situ bored pile provided by the present application.
Detailed Description
The present invention will be described in further detail with reference to the following detailed description and accompanying drawings. Wherein like elements in different embodiments are numbered with like associated elements. In the following description, numerous details are set forth in order to provide a better understanding of the present application. However, those skilled in the art will readily recognize that some of the features may be omitted or replaced with other elements, materials, methods in different instances. In some instances, certain operations related to the present application have not been shown or described in detail in order to avoid obscuring the core of the present application from excessive description, and it is not necessary for those skilled in the art to describe these operations in detail, so that they may be fully understood from the description in the specification and the general knowledge in the art.
Furthermore, the described features, operations, or characteristics may be combined in any suitable manner to form various embodiments. Also, the various steps or actions in the method descriptions may be transposed or transposed in order, as will be apparent to one of ordinary skill in the art. Thus, the various sequences in the specification and drawings are for the purpose of clearly describing certain embodiments only and are not intended to imply a required sequence unless otherwise indicated where a certain sequence must be followed.
The numbering of the components as such, e.g., "first", "second", etc., is used herein only to distinguish the objects as described, and does not have any sequential or technical meaning. The term "connected" and "coupled" when used in this application, unless otherwise indicated, includes both direct and indirect connections (couplings).
Referring to fig. 1 and 2, the present embodiment provides a construction method of an unbonded prestressed cast-in-situ bored pile, including the steps of:
a pile hole forming step S100, drilling a hole in a preset area to form a pile hole;
the method comprises the steps of selecting a preset area through site leveling and measurement paying-off, after pile casing embedding is completed and rechecking and acceptance checking is completed, placing a rotary drilling rig in place, adjusting the verticality of a drill rod, then drilling a large-diameter drilling bucket, and injecting modulated slurry in the drilling process. When the drill bit is lowered to a preset depth, the rotary drill bucket starts to rotate and applies pressure to squeeze soil into the drill bucket, the instrument automatic display cylinder is full, the bottom of the drill bucket is closed, and the drill bucket is lifted to discharge the soil to a stacking place. The mud surface is guaranteed not to be lower than the bottom of the pile casing all the time in the construction process of the drilling machine, and the stability of the wall of the pile hole is guaranteed. The hole wall is protected by rotation, soil cutting, lifting, soil unloading and mud supporting of the rotary drilling bucket, and the process is repeated until the hole is formed.
A reinforcement cage preparation step S200, as shown in fig. 2, the reinforcement cage 100 includes: the pile side grouting device comprises a steel reinforcement cage body 10, three prestressed steel hinge assemblies 20 and a plurality of pile side grouting assemblies 30; the three prestressed steel hinge assemblies 20 are equally arrayed along the circumference of the inner ring of the steel reinforcement cage body, and each prestressed steel hinge assembly 20 comprises: an outer jacket 21, a plurality of steel strands 22, a tension assembly 23, and a securing assembly 24. The outer sleeve 21 is fixed on the inner ring of the reinforcement cage body 10, the plurality of steel strands 22 are arranged in the outer sleeve 21 in a penetrating manner, and two ends of each steel strand 22 are exposed out of the outer sleeve 21. The fixing component 23 is arranged at one end of each steel strand 22 exposed out of the outer sleeve 21 and is positioned at the pile bottom of the pile hole 200; the tension assembly 24 is arranged at the other end of each steel strand 22 exposed out of the outer sleeve 21 and is higher than the supporting plate 201 at the top of the pile hole 200. Each pile side grouting assembly 30 is arranged on the outer ring of the reinforcement cage body 10.
In this embodiment, the outer sleeve 21 is usually a 89mm diameter steel pipe with a wall thickness of 4mm, and 7 steel strands are inserted into each steel pipe.
And a reinforcement cage placing step S300, namely hoisting the reinforcement cage 100 to the position above the pile hole 200, adjusting the verticality of the reinforcement cage 100, and placing the reinforcement cage 100 into the pile hole 200.
The steel reinforcement cage is installed by adopting a crawler crane to carry out hoisting operation, and after the hoisting is finished, the steel reinforcement cage is aligned with the center of the pile hole and is placed into the pile hole. In order to ensure the verticality of the reinforcement cage, the reinforcement cage is positioned according to the center of the pile position at the orifice, and is suspended in the hole. If the ultrasonic detection tube is uniformly arranged on the periphery of the reinforcement cage and is placed down together with the reinforcement cage, the ultrasonic detection tube is well protected in the construction process and cannot be blocked.
When the steel reinforcement cage is placed, the steel reinforcement cage should be prevented from colliding with the hole wall, and the reason should be found out and the steel reinforcement cage should not be inserted downwards forcibly when the steel reinforcement cage is blocked. Normally, the device adopts positive and negative rotation and slowly and gradually descends. After the installation is finished, the position, the verticality and the like of the steel reinforcement cage are comprehensively checked and accepted by related personnel, and the construction of the next procedure can be carried out after the position, the verticality and the like are qualified.
A pile body concrete pouring step S400, pouring pile body concrete into the pile hole 200.
Wherein, the slump of the pile body concrete is 180-220 mm. Before pouring the pile body concrete, the thickness of the sediment at the bottom of the pile is measured. Initially, the distance between the bottom end of the concrete guide pipe and the pile bottom of the pile hole is 0.3-0.5 m; in the pouring process, the depth of the conduit embedded in the concrete is 2-6m and is not less than 1 m; the concrete conduit can move up and down when the concrete conduit is embedded for less than 300mm just before the pouring is finished.
The underwater casting must be performed continuously. During pouring, attention should be paid to observing the concrete descending in the concrete conduit and the change condition of the slurry surface in the hole, measuring the ascending height of the concrete surface in the hole in time, and calculating the filling coefficient in sections (the filling coefficient is not less than 1). When the concrete guide pipe is lifted, the steel reinforcement cage cannot be hung, and a protective triangular stiffened plate or a conical flange shield can be arranged. At the end of the pouring, the overpressure is reduced due to the reduction of the height of the concrete column in the conduit, while the consistency of the slurry and the contained muck outside the conduit is increased and the specific gravity is increased. When the concrete is difficult to lift, the guide pipe can be moved up and down in an amplitude smaller than 300mm, but the guide pipe does not swing transversely, so that the smooth pouring is ensured.
And when the pouring is finished, fishing out the concrete sample by adopting the sample fishing barrel to determine the height of the concrete surface. Considering the influence of the mud layer, the concrete surface of the pile top of the actual grouting pile is more than 800mm higher than the designed pile top so as to ensure the quality of the concrete of the pile top and avoid wasting materials.
In the construction process, the reasonable matching of concrete transportation and each pouring process is coordinated, and the continuous pouring operation and the pouring quality of the engineering pile are ensured.
And a pile side concrete pouring step S500, after the pile body concrete is solidified, grouting the side face of the pile body through the pile side grouting assembly.
And S600, tensioning the steel strands, namely tensioning the steel strands in the outer sleeve when the pile body concrete and the pile side grouting are solidified and reach the designed strength, and enabling the pre-locking value of the steel strands to reach 192 KN.
And when the pile body concrete and the pile side grouting are solidified and reach the design strength, tensioning the plurality of steel strands in the outer sleeve, and gradually tensioning according to 30% -30% -40% in the step of enabling the pre-locking value of the steel strands to reach 192KN, so that the pre-locking value of the steel strands reaches 192 KN.
In the application, the concrete material and the mixing ratio are as follows:
the concrete material is 42.5-grade ordinary portland cement, and the water cement ratio is 0.5-0.6. Selecting a stirrer, wherein the stirring time is not less than 3 min, and the time from preparation to use is preferably less than 4 h.
In one embodiment, in the step of pouring the pile body concrete into the pile hole, the pile body concrete is poured into another pile hole under the same bearing platform after 24 hours.
In the embodiment, after the pouring of each rotary hole is finished, the spray head is cleaned again within 12-24 h. Before pouring, the grouting valve is subjected to a water pressing test, the water pressing test is sequentially and gradually carried out according to 2-3 level pressure, and certain water pressing time and water pressing amount are provided. The water pressing amount is preferably 0.6m3, and the plug opening pressure is preferably less than 8 MPa. Initial injection should be performed immediately after the pressurized water test. The pile holes under the same bearing platform are used as a group for pouring, low-pressure (low-grade) cement slurry with a water-cement ratio of about 0.5-0.6 is adopted for pouring, the composite grouting sequence is that the pile side is firstly followed by the pile end, the multi-section pile side is grouted firstly, then, the multi-section pile side is grouted firstly, and the grouting interval time of the pile end at the pile side is not less than 2 hours. The pile end grouting is to sequentially implement equal grouting on each grouting guide pipe of the same pile. For pile group grouting, the periphery is preferably arranged first and then the inside is arranged later. The farther the background is from the site pile position, the greater the grouting pressure.
In some embodiments, the reinforcement cage body 10 includes: a plurality of main ribs, helical ribs, and a plurality of reinforcing hoops; each main muscle sets gradually parallel arrangement, and the spiral muscle is fixed on each main muscle through spiral winding's mode, and a plurality of reinforcement hoop sets gradually along the length direction of main muscle.
In this embodiment, the reinforcement cage body 10 further includes a plurality of protective layers disposed on each of the main reinforcements, and the protective layers are sequentially spaced at equal intervals along the length direction of the main reinforcements.
The thickness of protective layer is 70mm, and interval 4m sets up a protective layer on the main muscle, and the protective layer is the concrete cake, and with pile foundation concrete with intensity, at the in-process of hoisting the steel reinforcement cage, can protect the main muscle to guarantee that the steel reinforcement cage transfers to target in place smoothly.
In this embodiment, the pile side grouting assembly 30 includes: a connection pipe, a plurality of annular grouting pipes 31, and a plurality of grouting valves 32 provided on the respective annular grouting pipes 31; the annular slip casting pipe 31 is usually a galvanized steel pipe having a diameter of 32 mm. The annular grouting pipes 31 are fixed to the outer ring of the reinforcement cage body in the height direction of the reinforcement cage body, and the connecting pipes are used for communicating the annular grouting pipes 31.
In one embodiment, the annular grouting pipes are arranged at intervals of 6-12 meters above 5-10m from the bottom of the pile and below 8m from the top of the pile.
In conclusion, the construction method of the unbonded prestressed cast-in-situ bored pile provided by the application can effectively improve the strength of the pile foundation through the arrangement of the prestressed steel hinge assembly, avoid the generation of cracks of pile foundation concrete and improve the durability. Meanwhile, the use amount of the steel bars can be saved, the construction cost is saved, and the construction period is saved.
The present invention has been described in terms of specific examples, which are provided to aid understanding of the invention and are not intended to be limiting. For a person skilled in the art to which the invention pertains, several simple deductions, modifications or substitutions may be made according to the idea of the invention.
Claims (9)
1. A construction method of an unbonded prestressed cast-in-situ bored pile is characterized by comprising the following steps:
drilling a hole in a preset area to form a pile hole;
preparing a reinforcement cage; the reinforcement cage includes: the pile side grouting device comprises a steel reinforcement cage body, three prestressed steel hinge assemblies and a plurality of pile side grouting assemblies; the three prestressing force steel hinge subassembly is followed the inner circle circumference of steel reinforcement cage body is equallyd divide the array, the prestressing force steel hinge subassembly includes: the device comprises an outer sleeve, a plurality of steel strands, a tensioning assembly and a fixing assembly; the outer sleeve is fixed on the inner ring of the reinforcement cage body, the plurality of steel strands penetrate through the outer sleeve, and two ends of each steel strand are exposed out of the outer sleeve; the fixing assembly is arranged at one end of the plurality of steel strands exposed out of the outer sleeve and is positioned at the pile bottom of the pile hole; the tensioning assembly is arranged at the other end of the steel strands exposed out of the outer sleeve and is higher than the supporting plate at the top of the pile hole; the pile side grouting assemblies are arranged on the outer ring of the reinforcement cage body;
hoisting the reinforcement cage to the position above the pile hole, adjusting the verticality of the reinforcement cage, and putting the reinforcement cage into the pile hole;
pouring pile body concrete into the pile hole;
after the pile body concrete is solidified, grouting the side surface of the pile body through the pile side grouting assembly;
and when the pile body concrete and the pile side grouting are solidified and reach the design strength, tensioning the steel strands in the outer sleeve, and enabling the pre-locking value of the steel strands to reach 192 KN.
2. The construction method of the unbonded prestressed bored pile according to claim 1, wherein in the step of pouring the concrete into the pile hole, the slump of the concrete of the pile body is 180-220 mm.
3. The method for constructing an unbonded prestressed bored pile according to claim 1, wherein in the step of placing the pile body concrete in the pile hole, a distance between a bottom end of the concrete guide tube and a pile bottom of the pile hole is initially 0.3 to 0.5 m; in the pouring process, the depth of the conduit embedded in the concrete is 2-6m and is not less than 1 m; the concrete conduit can move up and down when the concrete conduit is embedded for less than 300mm just before the pouring is finished.
4. The method for constructing an unbonded prestressed bored pile according to claim 1, wherein the step of placing the pile body concrete in the pile hole is to place the pile body concrete in another pile hole under the same pile cap after 24 hours.
5. The method for constructing an unbonded prestressed bored pile according to claim 1, wherein the step of tensioning the plurality of steel strands in the outer sleeve gradually in an amount of 30% to 40% when the pile body concrete and the pile side concrete are solidified and reach the design strength and the pre-locking value of the steel strands reaches 192 KN.
6. The construction method of an unbonded prestressed bored pile according to claim 1, wherein the reinforcement cage body comprises: a plurality of main ribs, helical ribs, and a plurality of reinforcing hoops; the plurality of main ribs are arranged in parallel in sequence, the spiral ribs are fixed on the plurality of main ribs in a spiral winding mode, and the plurality of reinforcing hoop structures are arranged in sequence along the length direction of the main ribs.
7. The method of claim 6, wherein the reinforcement cage body further comprises a plurality of protective layers disposed on each of the main reinforcements, and the protective layers are sequentially spaced at equal intervals along the length direction of the main reinforcements.
8. The method of constructing an unbonded prestressed bored pile according to claim 1, wherein the pile side grouting block comprises: the grouting device comprises a connecting pipe, a plurality of annular grouting pipes and a plurality of grouting valves arranged on the annular grouting pipes; the annular grouting pipes are fixed to the outer ring of the reinforcement cage body along the height direction of the reinforcement cage body, and the connecting pipes are used for communicating the plurality of annular grouting pipes.
9. The method of claim 8, wherein the annular grouting pipes are spaced apart by 6 to 12 meters at a distance of 5 to 10m from the bottom of the pile and 8m from the top of the pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210410032.3A CN114808952A (en) | 2022-04-19 | 2022-04-19 | Construction method of unbonded prestressed cast-in-situ bored pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210410032.3A CN114808952A (en) | 2022-04-19 | 2022-04-19 | Construction method of unbonded prestressed cast-in-situ bored pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114808952A true CN114808952A (en) | 2022-07-29 |
Family
ID=82505629
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210410032.3A Pending CN114808952A (en) | 2022-04-19 | 2022-04-19 | Construction method of unbonded prestressed cast-in-situ bored pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114808952A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101629418A (en) * | 2009-08-03 | 2010-01-20 | 天津市建筑科学研究院 | Post-tensioned prestressing cast pile and construction method thereof |
| JP2010048039A (en) * | 2008-08-25 | 2010-03-04 | Japan Pile Corp | Prestressed reinforced concrete pile |
| CN201722685U (en) * | 2010-02-05 | 2011-01-26 | 中国建筑第四工程局有限公司 | No-adhesive prestress and pile side rear grouting punching pile structure |
| CN215329850U (en) * | 2021-07-06 | 2021-12-28 | 华南理工大学 | Unbonded prestressed uplift filling pile |
| CN114232614A (en) * | 2022-01-31 | 2022-03-25 | 中铁六局集团广州工程有限公司 | Anti-floating pile construction method based on slow-bonding prestressed steel strand |
-
2022
- 2022-04-19 CN CN202210410032.3A patent/CN114808952A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010048039A (en) * | 2008-08-25 | 2010-03-04 | Japan Pile Corp | Prestressed reinforced concrete pile |
| CN101629418A (en) * | 2009-08-03 | 2010-01-20 | 天津市建筑科学研究院 | Post-tensioned prestressing cast pile and construction method thereof |
| CN201722685U (en) * | 2010-02-05 | 2011-01-26 | 中国建筑第四工程局有限公司 | No-adhesive prestress and pile side rear grouting punching pile structure |
| CN215329850U (en) * | 2021-07-06 | 2021-12-28 | 华南理工大学 | Unbonded prestressed uplift filling pile |
| CN114232614A (en) * | 2022-01-31 | 2022-03-25 | 中铁六局集团广州工程有限公司 | Anti-floating pile construction method based on slow-bonding prestressed steel strand |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| WO2021248822A1 (en) | Construction method for expanded-head prestressed concrete anchor rod | |
| CN110820731B (en) | Construction process of cast-in-situ bored pile | |
| CN113445498A (en) | Construction process of karst hole pile foundation in complex geology | |
| CN102828518A (en) | Prestressed anchor cable anchoring structure of manual hole digging support pile and construction method thereof | |
| CN111456019A (en) | Safe construction method for foundation pit excavation | |
| CN108894214A (en) | A kind of solution cavity geological environment bored concrete pile and its bore forming method | |
| CN113404040A (en) | Construction method of bored pile foundation | |
| CN113417215A (en) | Bridge construction method | |
| CN214883611U (en) | Bearing pile or uplift pile with multiple main ribs | |
| CN111535305A (en) | Construction method of cast-in-situ bored pile for air well | |
| CN108104115A (en) | Cast-in-place pile construction method | |
| CN111962506A (en) | Collimating pile structure and construction method | |
| CN110924401A (en) | Construction foundation pit supporting mode for combined arching and bearing of mixing piles and cast-in-place piles | |
| CN114808952A (en) | Construction method of unbonded prestressed cast-in-situ bored pile | |
| CN114892648A (en) | Construction method for upright post pile and uplift pile | |
| CN111576499A (en) | Self-balancing static load test operation method for building foundation pile | |
| CN116732976A (en) | Construction method for non-bonding prestress drilling grouting anti-pulling pile | |
| CN220132896U (en) | Friction pile | |
| CN219527622U (en) | Rock-socketed pile | |
| CN217298946U (en) | Anchorage supporting construction | |
| CN112095377B (en) | Off-pit construction road structure next to subway deep foundation pit and construction method thereof | |
| CN213952218U (en) | Enlarged footing prestressed concrete stock | |
| CN219045158U (en) | Deep foundation pit composite supporting structure close to high slope under weak stratum condition | |
| CN217298895U (en) | Sand bed geological pile foundation hole bottom grouting device | |
| CN108086322A (en) | The method removed mudcake device and pouring pile bearing capacity is improved using the device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |