CN219808412U - Force transfer component for filling pile test pile - Google Patents
Force transfer component for filling pile test pile Download PDFInfo
- Publication number
- CN219808412U CN219808412U CN202223531696.XU CN202223531696U CN219808412U CN 219808412 U CN219808412 U CN 219808412U CN 202223531696 U CN202223531696 U CN 202223531696U CN 219808412 U CN219808412 U CN 219808412U
- Authority
- CN
- China
- Prior art keywords
- pile
- cast
- place pile
- transmitting member
- reinforcement
- 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.)
- Active
Links
- 238000012360 testing method Methods 0.000 title claims abstract description 61
- 238000012546 transfer Methods 0.000 title abstract description 12
- 230000002787 reinforcement Effects 0.000 claims description 37
- 230000005540 biological transmission Effects 0.000 claims description 28
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- 210000003205 muscle Anatomy 0.000 claims description 8
- 238000004804 winding Methods 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 50
- 238000013461 design Methods 0.000 description 18
- 238000003466 welding Methods 0.000 description 13
- 238000009412 basement excavation Methods 0.000 description 12
- 238000012423 maintenance Methods 0.000 description 10
- 238000010586 diagram Methods 0.000 description 8
- 239000002689 soil Substances 0.000 description 3
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000012669 compression test Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 210000001503 joint Anatomy 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 239000000523 sample Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a force transfer component for a cast-in-place pile test pile, which belongs to the field of civil engineering and comprises a cylindrical cage, wherein one end of the cylindrical cage, which is close to the ground, is fixedly connected with a force transfer pipe. The utility model improves the accuracy of the experimental data of the cast-in-place pile on the premise of shortest construction period, and is suitable for cast-in-place pile test which needs to shorten construction period and ensure the accuracy of the experimental data.
Description
Technical Field
The utility model belongs to the field of civil engineering, and particularly relates to a force transfer component for a cast-in-place pile test pile.
Background
Before the formal construction of the cast-in-place pile, the test pile needs to be cast, namely the test pile is cast and the mechanical property of the test pile is tested, so that bearing capacity test data (compression test and pulling test) are provided for pile foundation design and pile selection in the formal construction.
At present, the pile testing component mainly provides support for the pile body through transverse and longitudinal steel bars, and three construction modes during pile testing are mainly adopted:
firstly, advanced earthwork excavation construction is carried out, the foundation pit is excavated to the bottom elevation, pile testing construction is carried out at the position of a selected pile testing position in the foundation pit, pile top elevation is constructed to the bottom elevation of the foundation pit, then pile testing maintenance (about 28 days) and pile testing tests are carried out, pile foundation construction diagram design is carried out after test data are obtained, and formal pile foundation construction is carried out after the design is completed.
Secondly, performing pile testing construction at the original elevation of the site, selecting a pile testing position, performing pile top elevation construction to the foundation pit bottom elevation, performing earth excavation construction, performing pile testing maintenance (about 28 days) at the same time, performing pile testing, performing pile foundation construction diagram design after obtaining test data, and performing formal pile foundation construction after design completion.
Thirdly, performing pile testing construction at the original elevation of the site, selecting pile testing positions, performing primary pile testing maintenance (about 28 days) while performing primary pile testing maintenance on the site, performing pile testing, performing pile foundation construction drawing design after test data are obtained, performing secondary soil excavation construction, performing secondary pile testing construction, and performing primary pile foundation construction until the elevation of the foundation pit is reached.
The three construction methods have own advantages and disadvantages. The test pile experimental data of the first construction method is accurate, the pile foundation bearing capacity design error is small, the safety is good, but the earthwork excavation, the test pile construction, the test pile maintenance and the construction diagram design are sequentially carried out, the construction period is seriously prolonged, and the construction progress is influenced. The test pile experimental data of the second construction method is accurate, the design error of the pile foundation bearing capacity is small, the safety is good, earth excavation and test pile maintenance are synchronously carried out, the maintenance time is shortened, but the design progress of a construction drawing is lagged, and the construction of the pile foundation is affected. According to the third construction method, primary earthwork excavation and test pile maintenance are synchronously carried out, secondary earthwork excavation and construction diagram design are synchronously carried out, maintenance time is shortened, construction diagram design progress is accelerated, but due to the fact that pile top elevation is too high (the elevation of the primary earthwork excavation bottom is located), friction force is generated on soil bodies by pile bodies between primary earthwork excavation and secondary earthwork excavation (the part generating friction force is called as an ineffective pile body, and the rest part is an effective pile body), accuracy of test data is affected, and safety of pile foundation design is reduced.
Disclosure of Invention
In order to solve the defects in the prior art, the utility model aims to provide a force transfer component for a cast-in-place pile test, so as to achieve the aim of improving the accuracy of test pile experimental data on the premise of shortest construction period.
In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows: the force transfer component for the cast-in-place pile test comprises a cylindrical cage, wherein a force transfer pipe is fixedly connected to one end of the cylindrical cage, which is close to the ground.
As a limitation of the present utility model: the outer wall of the force transmission pipe is fixedly connected with the inner side of the cylindrical cage.
As a limitation of the present utility model: the force transmission pipe is a seamless steel pipe.
As a limitation of the present utility model: the force transmission pipe is a seamless steel pipe or two or more seamless steel pipes which are fixedly connected in sequence.
As a limitation of the present utility model: the cylindrical cage is a cylindrical reinforcement cage formed by winding reinforcement.
As a limitation of the present utility model: the steel reinforcement cage includes a plurality of vertical main muscle that is arranged in the power transmission pipe circumference along vertical direction, still includes a plurality of along the inboard stiffening hoop of horizontal direction arrangement at vertical main muscle and a plurality of spiral winding in the spiral stirrup of vertical main muscle outside, vertical main muscle, stiffening hoop, spiral stirrup fixed connection.
As a limitation of the present utility model: the height of the fixed connection of the force transmission pipe and the reinforcement cage is 90 times of the diameter of the longitudinal main reinforcement, and the height is larger than that of the longitudinal main reinforcement in 2 m.
As a limitation of the present utility model: and a grouting pipe along the height direction is fixedly arranged between the spiral stirrups and the stiffening hoops.
As a limitation of the present utility model: a pair of sounding pipes along the height direction are fixedly arranged between the spiral stirrups and the stiffening stirrups, and the sounding pipes are respectively arranged at two ends of the diameter of the reinforcement cage.
Due to the adoption of the technical scheme, compared with the prior art, the utility model has the following beneficial effects:
(1) According to the utility model, the top part of the cylindrical cage (namely the non-effective pile body part) is fixedly connected with the force transmission pipe, the non-effective pile body is replaced by the force transmission pipe, and a gap is formed between the force transmission pipe and the pile pit, so that friction between the pile body and a soil body is eliminated, and accurate experimental data is provided for pile foundation construction diagram design;
(2) The force transmission pipe is fixedly connected with the reinforcement cage, the strength of the test pile is not damaged, and the data accuracy of the main compressive property of the concrete of the anti-compression pile and the main tensile property of the longitudinal main reinforcement of the anti-pulling pile can be ensured by setting a proper fixed connection height;
(3) According to the utility model, during construction, primary earthwork excavation and test pile maintenance are synchronously carried out, secondary earthwork excavation and construction diagram design are synchronously carried out, test data can be obtained at the earliest time to carry out construction diagram design, the construction of a formal pile foundation can be carried out as soon as possible, and the construction period is shortened to the greatest extent.
In conclusion, the utility model improves the accuracy of the experimental data of the cast-in-place pile on the premise of shortest construction period, and is suitable for the cast-in-place pile test which needs to shorten the construction period and ensure the accuracy of the experimental data.
Drawings
The utility model will be described in more detail below with reference to the accompanying drawings and specific examples.
FIG. 1 is a front view of an embodiment of the present utility model;
FIG. 2 is a cross-sectional view of the A-A plane in FIG. 1 in accordance with an embodiment of the present utility model;
fig. 3 is a schematic view of a construction flow of the present embodiment.
In the figure: the pile head elevation system comprises a 1-force transmission pipe, a 2-reinforcement cage, a 21-longitudinal main reinforcement, a 22-stiffening hoop, a 23-spiral hoop, a 3-grouting pipe, a 4-sounding pipe, a 5-site ground elevation, a 6-test pile head elevation, a 7-test position elevation and an 8-design pile head elevation.
Detailed Description
Preferred embodiments of the present utility model will be described below with reference to the accompanying drawings. It should be understood that the force transmitting members for cast-in-place pile testing described herein are preferred embodiments and are presented for purposes of illustration and explanation only and are not to be construed as limiting the utility model.
The terms or positional relationships of the "upper", "lower", "left", "right" and the like in the present utility model are based on the positional relationships of the drawings in the present specification, and are merely for convenience of describing the present utility model and simplifying the description, and are not intended to indicate or imply that the apparatus or element must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the protection of the present utility model.
Example force transmitting member for cast-in-place pile test
The embodiment is shown in fig. 1 and 2, and is a force transfer component for a cast-in-place pile test, which comprises a cylindrical cage, and one end of the cylindrical cage, which is close to the ground, is fixedly connected with a force transfer pipe 1.
In this embodiment, the cylindrical cage is a cylindrical hollow reinforcement cage 2 formed by winding longitudinal reinforcement and transverse reinforcement. As shown in fig. 1, the reinforcement cage 2 includes a plurality of longitudinal main ribs 21 arranged along the vertical direction in the circumferential direction of the force transfer tube 1, the plurality of longitudinal main ribs 21 are arranged in parallel, and the top of the longitudinal main rib 21 is bent to the outside of the reinforcement cage 2 to form a bending part. The number, length and diameter of the longitudinal main ribs 21 can be adjusted according to the actual construction requirements. The reinforcement cage 2 further comprises a plurality of stiffening hoops 22 which are arranged on the inner side of the longitudinal main ribs 21 (namely, on the side close to the power transmission pipe 1) along the horizontal direction, the stiffening hoops 22 are made of round steel, and the number and the diameter of the stiffening hoops 22 can be adjusted according to actual construction requirements. The reinforcement cage 2 further comprises a plurality of spiral stirrups 23 spirally wound on the outer side of the longitudinal main reinforcement 21, the spiral stirrups 23 are made of round steel, the winding density of the spiral stirrups 23 is gradually reduced from top to bottom, and the number and the diameter of the spiral stirrups 23 can be adjusted according to actual construction requirements. The longitudinal main reinforcement 21, the stiffening hoop 22 and the spiral hooping 23 are all fixed together in a welding mode to form a three-layer reinforcement cage 2 structure with the stiffening hoop 22 welded on the outer side of the force transmission pipe 1, the longitudinal main reinforcement 21 welded on the outer side of the stiffening hoop 22 and the spiral hooping 23 welded on the outer side of the longitudinal main reinforcement 21.
Further, a grouting pipe 3 in the height direction is welded between the spiral stirrup 23 and the stiffening hoop 22 for injecting concrete during construction. A pair of sounding pipes 4 along the height direction are welded between the spiral stirrup 23 and the stiffening stirrup 22, and the sounding pipes 4 are respectively arranged at two ends of the diameter of the reinforcement cage 2 and are used for being placed into a probe downwards along the sounding pipes 4 for detection after the construction of the filling pile is completed. The grouting pipe 3 and the sounding pipe 4 are of the prior art.
A power transmission pipe 1 is welded on the inner side of one end of the reinforcement cage 2 close to the ground (the side of the reinforcement cage 2 close to the ground is the upper side of the reinforcement cage 2 because the cast-in-place pile is positioned below the ground). The welding height of the force transmission pipe 1 and the steel reinforcement cage 2 is 90 times of the diameter of the longitudinal main rib 21 and a larger value in 2m, and further, the welding height of the force transmission pipe 1 and the longitudinal main rib 21 in the steel reinforcement cage 2 is 45 times of the diameter of the longitudinal main rib 21 and a larger value in 1 m. In the embodiment, the diameter of the pile for test pile is 200mm, the diameter of the power transmission pipe 1 is 800mm, the power transmission pipe 1 is Q235 seamless steel pipe, the wall thickness is 14mm, and in actual construction, the specific selected seamless steel pipe model, the specific selected seamless steel pipe thickness and the specific diameter are determined according to the stress condition of the test pile after specific accounting. The force transmission pipe 1 may be a single seamless steel pipe or two or more seamless steel pipes welded in sequence. When the power transmission pipe 1 is composed of two or more seamless steel pipes which are welded in sequence, a 60-degree groove is processed at the welding end, so that the welding and fixing between the seamless steel pipes are convenient. The position about 100mm below the top end of the power transmission pipe 1 is provided with a pair of perforated holes with the diameter of 50mm, so that the follow-up hoisting construction requirements can be met.
The heights from top to bottom in fig. 1 are, in order, a site ground elevation 5, a test pile top elevation 6 (component top elevation), a test position elevation 7 (foundation pit bottom elevation), and a design pile top elevation 8.
The technological process of this embodiment is (taking the force transfer tube 1 as an example) that includes two seamless steel tubes: and (3) material inspection, namely processing welding grooves and butt holes of the seamless steel pipes, welding the stiffening hoops 22 and the two sides of the seamless steel pipes (welding meets the length requirement), controlling the horizontal heights of the two parts of the seamless steel pipes, performing butt joint and fixation by flat welding, and performing lap joint welding connection of the stiffening hoops 22 of the reinforcement cage 2 and the rest of the reinforcement cage 2 (the lap joint length meets the standard requirement), so as to clean welding slag.
When the present embodiment is used for construction, the construction step is shown in fig. 3. The seamless steel pipes can be hoisted in sections according to actual conditions, and the welding sequence is adjusted, but the strength requirement of the welding part is ensured, and the longitudinal main rib 21 cannot be damaged. The diameter of the non-effective pile body part is required to be 400mm larger than the diameter of the pile.
Claims (8)
1. The utility model provides a power transmission component for bored concrete pile test pile which characterized in that: the novel hydraulic power transmission device comprises a cylindrical cage, wherein a force transmission pipe is fixedly connected to one end, close to the ground, of the cylindrical cage, and the outer wall of the force transmission pipe is fixedly connected with the inner side of the cylindrical cage.
2. A force transmitting member for cast-in-place pile testing according to claim 1, wherein: the force transmission pipe is a seamless steel pipe.
3. A force transmitting member for cast-in-place pile testing according to claim 2, wherein: the force transmission pipe is a seamless steel pipe or two or more seamless steel pipes which are fixedly connected in sequence.
4. A force transmitting member for cast-in-place pile testing according to any one of claims 1 to 3, characterized in that: the cylindrical cage is a cylindrical reinforcement cage formed by winding reinforcement.
5. A force transmitting member for cast-in-place pile testing according to claim 4, wherein: the steel reinforcement cage includes a plurality of vertical main muscle that is arranged in the power transmission pipe circumference along vertical direction, still includes a plurality of along the inboard stiffening hoop of horizontal direction arrangement at vertical main muscle and a plurality of spiral winding in the spiral stirrup of vertical main muscle outside, vertical main muscle, stiffening hoop, spiral stirrup fixed connection.
6. A force transmitting member for cast-in-place pile testing according to claim 5, wherein: the height of the fixed connection of the force transmission pipe and the reinforcement cage is 90 times of the diameter of the longitudinal main reinforcement, and the height is larger than that of the longitudinal main reinforcement in 2 m.
7. A force transmitting member for cast-in-place pile testing according to claim 6, wherein: and a grouting pipe along the height direction is fixedly arranged between the spiral stirrups and the stiffening hoops.
8. A force transmitting member for cast-in-place pile testing according to claim 7, wherein: a pair of sounding pipes along the height direction are fixedly arranged between the spiral stirrups and the stiffening stirrups, and the sounding pipes are respectively arranged at two ends of the diameter of the reinforcement cage.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202223531696.XU CN219808412U (en) | 2022-12-29 | 2022-12-29 | Force transfer component for filling pile test pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202223531696.XU CN219808412U (en) | 2022-12-29 | 2022-12-29 | Force transfer component for filling pile test pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219808412U true CN219808412U (en) | 2023-10-10 |
Family
ID=88214448
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202223531696.XU Active CN219808412U (en) | 2022-12-29 | 2022-12-29 | Force transfer component for filling pile test pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219808412U (en) |
-
2022
- 2022-12-29 CN CN202223531696.XU patent/CN219808412U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN212714913U (en) | Super-large-diameter cast-in-place pile double-layer reinforcement cage with embedded pipe | |
| CN108643192A (en) | Brace in Deep Footing Groove supporting ultralong steel tube column pile construction method | |
| CN103669866B (en) | The construction method of basement reinforced concrete post node connecting structure | |
| CN111761003A (en) | Super-large-diameter cast-in-place pile double-layer reinforcement cage with embedded pipe and manufacturing method thereof | |
| CN108316290B (en) | One-column one-pile structure without bearing platform and construction method thereof | |
| CN219808412U (en) | Force transfer component for filling pile test pile | |
| CN210598976U (en) | Shield constructs tail portion slip casting pressure test device | |
| CN103276729B (en) | A kind of movable steel casing and adopt this steel pile casting to carry out cast-in-place pile construction method | |
| CN113605377A (en) | Rock stratum ultra-deep steel pipe column and uplift pile combined construction process | |
| CN114657977B (en) | Prestressed concrete pipe pile end crack reinforcing device | |
| Van Es et al. | Local buckling of spirally welded tubes–analysis of imperfections and physical testing | |
| CN215105278U (en) | Anchor rod pile locator is built to underground space | |
| CN114351684B (en) | Foundation construction structure for maintaining tunnel and construction method thereof | |
| CN211499464U (en) | Steel pipe concrete composite column for high-rise building and reinforcing system thereof | |
| CN212271031U (en) | Underwater super-long pile hole detection device | |
| CN210421096U (en) | Precast pile static pressure construction positioner | |
| CN212248250U (en) | Hoisting device for steel reinforcement cage in deep space groove section | |
| CN209722952U (en) | Pile foundation provisions for grouting | |
| CN111980017A (en) | Broken pile reinforcing structure and method for large-diameter cast-in-place pile | |
| JP5375511B2 (en) | Storage tank | |
| CN218469750U (en) | Light drift diameter test tool for large-diameter inner insertion tube of jacket | |
| CN220377303U (en) | PRC support pile extension reinforcing system | |
| CN216552121U (en) | Pile foundation axial uplift static load test loading connecting device | |
| CN217561407U (en) | Concrete detection device of reverse construction method vertical braces steel-pipe column | |
| CN216551963U (en) | Support prestressing force piecing devices and self-stabilizing foundation ditch enclosure system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |