Anchorage device for large-tonnage static load test of pile

Abstract

The utility model relates to an anchor device for big tonnage anti -pulling static load test of foundation pile, and the device includes: power transmission component, fixed component and bearing component, power transmission component includes the pull rod of setting along the axial, fixed component includes the pull disc of setting in the pull rod middle section outside and is used for the steel lock -up spare of fixed pile main muscle on the pull disc, bearing component includes a plurality of pad plate, and a plurality of pad plate whole installation is in the pull rod below pull disc. The utility model can effectively be applied to big tonnage anti -pulling static load test scene of foundation pile, has the advantage that installation is convenient, saves the time advantage, through equipping a variety of different sizes pull disc, can flexibly adapt to the test demand of different pile diameter, and the scope of application is extensive. Meanwhile, the anchor device can be recycled, need not like traditional test mode that carries out steel welding operation, not only greatly reduces the welding workload, but also can effectively reduce test cost, significantly shortens the overall cycle of anti -pulling static load test.

Description

Technical Field

[0001] This utility model relates to the field of static pull-out load testing technology for large-tonnage foundation piles, specifically to an anchor device for static pull-out load testing of large-tonnage foundation piles. Background Technology

[0002] In static load tests of pile pull-out, the pull-out reaction device is a key factor in determining the success of the test. A typical static load test reaction device for pile pull-out usually consists of a saddle and a reaction beam. A jack is placed on the reaction beam and applies force to the top plate of the saddle. The force is then transmitted to the pile under test through the steel reinforcement on the saddle and the main reinforcement of the cast-in-place pile welded together.

[0003] However, this traditional detection method has many drawbacks and shortcomings, as follows:

[0004] (1) The requirements for welding quality and steel bar raw materials are extremely high. The full welding process is required to ensure that the steel bars are not broken or have relative displacement during the test. At the same time, it is also necessary to ensure that the platform is subjected to uniform and stable force during the test. The construction is quite difficult.

[0005] (2) Due to the influence of the actual position of the main reinforcement of the pile body and the size of the reaction beam, it is difficult to keep the reinforcement vertical during the test. The tilt angle will seriously affect the transmission effect and the uniformity of force, which can easily lead to platform instability and reinforcement breakage, ultimately causing the test to fail.

[0006] (3) After the test, the welded steel bars cannot be reused and can only be discarded, resulting in high on-site material input costs.

[0007] (4) This method is only applicable to smaller tonnage static load tests within 500 tons. For large tonnage static load tests, the test requirements cannot be met due to the size limitation of the reaction device itself.

[0008] Therefore, how to develop a high-tonnage static load test anchor device that is stable in quality, widely applicable, and reusable has become an urgent technical problem to be solved. Utility Model Content

[0009] To address the problems of large-tonnage static load tests in existing technologies, such as heavy steel bar welding workload, difficulty in anchor installation and dismantling, uneven stress on steel bars, and high test costs, this utility model provides an anchor device suitable for large-tonnage static load tests of foundation piles.

[0010] To achieve the above objectives, the technical solution of this utility model is as follows:

[0011] An anchorage device for large-tonnage static pull-out load tests of foundation piles, the device comprising: a force transmission component, a fixing component, and a load-bearing component;

[0012] The force transmission component includes a tie rod arranged along the axial direction;

[0013] The fixing assembly includes a pull plate sleeved on the outer side of the middle section of the tie rod and a steel bar locking device for fixing the main reinforcement of the cast-in-place pile to the pull plate;

[0014] The load-bearing component includes multiple pads, which are mounted as a whole on the pull rod below the pull plate.

[0015] As a further improvement to the above solution, the device also includes a support reaction assembly, which includes a load-bearing beam and a reaction support unit;

[0016] The reaction support unit is located below the bearing beam and is used to provide an upward reaction force to the bearing beam to drive the tie rod to move the main reinforcement of the cast-in-place pile upward.

[0017] The reaction support unit includes jacks, support beams, and piers; there are two piers, which are symmetrically arranged on the outside of the cast-in-place piles, and two support beams are placed on top of the piers, with a jack on top of each support beam; the load-bearing beam is erected on top of the two jacks.

[0018] As a further improvement to the above solution, the upper end and middle section of the pull rod are respectively provided with a set of threaded structures for locking.

[0019] The threaded structure includes an external thread on the outer wall of the tie rod and a lock nut that is adapted to the external thread.

[0020] As a further improvement to the above solution, the lower end of the pull rod is provided with a limiting structure, which is used to support the component.

[0021] As a further improvement to the above solution, the outer periphery of the pull plate is provided with several evenly distributed slots.

[0022] As a further improvement to the above solution, the rebar locking component includes a rebar locking component body, on which an axial through hole is provided for the main reinforcement of the cast-in-place pile to pass through. The rebar locking component body also has multiple sets of radial threaded holes, in which screws are installed.

[0023] As a further improvement to the above solution, the pad is a circular pad, and the diameter of the multiple circular pads decreases sequentially from top to bottom along the axial direction of the tie rod.

[0024] As a further improvement to the above solution, multiple circular pads are located above the limiting structure, and the pull plate is placed on the uppermost circular pad. The pull plate and the multiple circular pads together form an inverted conical force-bearing structure.

[0025] As a further improvement to the above solution, a through hole is provided in the middle of the load-bearing beam for the upper end of the tie rod to pass through.

[0026] As a further improvement to the above solution, a hook is provided at the top of the pull rod.

[0027] Compared with the prior art, the advantages of this utility model are:

[0028] Compared with existing technologies, the anchorage device for large-tonnage static pull-out load tests of foundation piles described in this utility model can be effectively applied to large-tonnage static pull-out load test scenarios for foundation piles. Its applicable single pile pull-out bearing capacity range is 4000kN to 15000kN, and its applicable pile diameter range is 800mm to 2200mm. This utility model has the advantages of convenient installation and time-saving. By equipping it with various sizes of pull plates, it can flexibly adapt to the testing needs of different pile diameters, making it widely applicable. Furthermore, this anchorage device is reusable and can be recycled, eliminating the need for steel bar welding as in traditional testing methods. This not only significantly reduces welding workload but also effectively lowers testing costs and significantly shortens the overall cycle of static pull-out load tests. Attached Figure Description

[0029] Figure 1 This is a schematic diagram of the anchorage device used for large-tonnage static load tests of foundation piles in this utility model;

[0030] Figure 2 This is a top view of the anchorage device used for large-tonnage static pull-out load tests of foundation piles in this utility model;

[0031] Figure 3 This is a schematic diagram of the anchorage in this utility model;

[0032] Figure 4 This is a schematic elevation view of the anchorage in this utility model;

[0033] Figure 5 This is a schematic diagram of the structure of the circular nut in this utility model;

[0034] Figure 6 This is a schematic diagram showing the connection between the rebar locking component and the rebar in this utility model;

[0035] Figure 7 This is a schematic diagram of the steel bar locking component and screw in this utility model;

[0036] Figure 8 This is a static load curve of vertical pull-out resistance of a single pile in a specific implementation case.

[0037] in:

[0038] 1. Tie rod, 2. Locking nut, 3. Bearing beam, 4. Jack, 5. Support beam, 6. Reinforcing bar locking device, 7. Main reinforcement of cast-in-place pile, 8. Cast-in-place pile, 9. Internal thread, 10. Support, 11. Screw rod, 12. Limiting structure, 13. Bolt hole, 14. Hook, 15. First external thread, 16. Second external thread, 17. Pull plate, 18. Slot, 19. Circular pad. Detailed Implementation

[0039] To provide a better understanding of the structural features and effects achieved by this utility model, a detailed description is provided below, accompanied by the preferred embodiments and accompanying drawings:

[0040] like Figure 1 The diagram shows an anchor device for a large-tonnage static pull-out load test of a foundation pile. The device includes a force transmission component, a fixing component, a bearing component, and a support reaction component. The four components work together to achieve stable application and transmission of pull-out force.

[0041] As a further improvement to the above scheme, such as Figure 1 , Figure 3 and Figure 4 As shown, the force transmission assembly includes a pull rod 1 arranged axially; the upper end and middle section of the pull rod 1 are respectively provided with a set of threaded structures for locking; the threaded structure includes an external thread provided on the outer wall of the pull rod 1 and a locking nut 2 adapted to the external thread; the structure of the locking nut is as follows Figure 5 As shown, an internal thread 9 is provided on the wall of the central through hole. The lower end of the tie rod 1 is provided with a limiting structure 12, which is used to support the component and provide a stable installation support reference for the component. Figure 3 As shown, the first external thread 15 is located at the upper end of the pull rod, and the second external thread 16 is located at the lower end of the pull rod.

[0042] As a further improvement to the above scheme, such as Figure 1 and Figure 3 As shown, the fixing assembly includes a pull plate 17 sleeved on the outer side of the middle section of the tie rod 1 and a steel bar locking member 6 for fixing the main reinforcement 7 of the cast-in-place pile to the pull plate 17; the outer periphery of the pull plate 17 is provided with a number of evenly distributed slots 18, the number of slots 18 is set to an even number and not less than the number of main reinforcement 7 of the cast-in-place pile, to ensure that each main reinforcement can be assembled accordingly; the pull plate can be pre-processed into a variety of different diameter specifications to flexibly adapt to the test requirements of different pile diameters.

[0043] Furthermore, such as Figure 6 and Figure 7As shown, the reinforcing bar locking component 6 includes a main body with an axial through hole for the main reinforcing bar 7 of the cast-in-place pile to pass through. The main body also has multiple sets of radial threaded holes for assembling the screw rod 11. During assembly, the stressed reinforcing bar of the foundation pile (i.e., the main reinforcing bar 7 of the cast-in-place pile) is first inserted into the slot 18 of the pull plate 17. Then, the reinforcing bar locking component 6 is fitted onto the outside of the main reinforcing bar 7, ensuring a tight fit between the lower end of the locking component 6 and the pull plate 17. Subsequently, the screw rod 11 is screwed into the radial threaded hole and tightened until it is in close contact with the outer wall of the main reinforcing bar 7. Thus, through the cooperation of the locking component 6 and the pull plate 17, the main reinforcing bar 7 is firmly fixed in the slot 18, forming a stable and reliable force transmission connection between the pull plate 17 and the main reinforcing bar 7.

[0044] As a further improvement to the above scheme, such as Figure 3 As shown, the bearing assembly includes multiple circular pads 19, each of which is a steel plate with a central opening, and is integrally mounted on the pull rod 1 below the pull plate 17. The diameters of the multiple circular pads 19 decrease sequentially from top to bottom along the axial direction of the pull rod 1. The multiple circular pads 19 are located above the limiting structure 12, and the pull plate 17 is placed on the uppermost circular pad 19, so that the pull plate 17 and the multiple pads 19 together form an inverted conical force-bearing structure. This structure can achieve uniform force transmission and save materials. The pull plate 17, pads 19, and pull rod 1 are fixed to form the inverted conical force-bearing structure by a locking nut 2 that mates with the second thread 16 at the lower end of the pull rod.

[0045] like Figure 3 and Figure 4 As shown, during assembly, circular pads 19 of matching size must be selected according to the diameter of the pull plate 17. The pads are then stacked on top of the limiting structure 12, passing through the tie rod 1, in ascending order of diameter from bottom to top. The pull plate 17 has an even number of slots 18 on its outer periphery, the number of which is greater than or equal to the number of main reinforcement bars 7 in the cast-in-place pile. During testing, a pull plate 17 matching the diameter of the cast-in-place pile must be selected first, followed by matching the specifications and quantity of the circular pads 19. After the pull plate 17 and multiple circular pads 19 are assembled, they are tightened using the locking nut 2 that mates with the second thread 16 at the lower end of the tie rod 1, firmly connecting the pull plate 17, multiple circular pads 19, and tie rod 1 into a single, stable anchor structure.

[0046] As a further improvement to the above scheme, the support reaction assembly includes a load-bearing beam 3 and a reaction support unit, used to provide the stable reaction force required for the test and to transfer the force to the force transmission assembly to achieve the pull-out test. Preferably, the support beam 3 is a steel beam.

[0047] Specifically, the load-bearing beam 3 serves as the core carrier for force transmission. A through hole is provided in its center for the upper end of the tie rod 1 to pass through. The inner diameter of the through hole is slightly larger than the outer diameter of the tie rod, ensuring that the tie rod 1 passes smoothly without excessive clearance. The load-bearing beam 3 is tightened and fixed by the locking nut 2, which mates with the second thread 15 at the upper end of the tie rod, thus forming a stable connection between the load-bearing beam 3 and the tie rod 1. This connection reliably supports the upward force from the reaction support unit below and evenly transmits it to the tie rod 1.

[0048] Furthermore, the reaction support unit is located below the bearing beam 3 to provide an upward reaction force to the bearing beam 3, driving the tie rod 1 to displace the main reinforcement 7 of the cast-in-place pile upward. The reaction support unit includes jacks 4, support beams 5, and supports 10. There are two jacks 4, two support beams 5, and two supports 10. The two supports 10 are symmetrically positioned at an appropriate distance outside the cast-in-place pile 10, serving as the basic support structure for the entire reaction support assembly, preventing settlement or displacement during the test. The support beam 5 is symmetrically placed above the two supports 10 with the tie rod 1 as the center. To its left and right are the bearing jacks 4, distributing their force and preventing excessive local stress that could lead to structural instability. The two jacks are respectively positioned above the two support beams 5, and the height of the jacks 4 needs to be adjusted to ensure that the upper surfaces of the two jacks are at the same level, ensuring balanced force on the bearing beam 3. The tops of the jacks are tightly fitted to the bottom of the bearing beam 3, and the extension and retraction of the jack rods are achieved by a hydraulic pump.

[0049] like Figure 1 As shown, the anchorage device of this utility model is integrally arranged above the cast-in-place pile 8. The main reinforcement 7 of the cast-in-place pile is correspondingly arranged in the slot 18 of the pull plate 17, and is connected to the main reinforcement 7 of the cast-in-place pile through the steel bar locking member 6. The lower end of the steel bar locking member 6 is in close contact with the pull plate 17, and then the steel bar locking member 6 and the main reinforcement 7 of the cast-in-place pile are firmly fixed by the screw 11, forming a stable force transmission link. Figure 2 As shown, two piers 10 are symmetrically arranged on the outer side of the cast-in-place pile 8. Two support beams 5 are placed on top of the piers 10. A jack 4 is set on top of each support beam 5. The top surfaces of the two jacks 4 are at the same height to ensure uniform force distribution. The bearing beam 3 is erected on top of the two jacks 4. The central circular hole allows the upper end of the tie rod 1 to pass through. The tie rod 1 is fixed to the bearing beam 3 by the threaded structure at the upper end of the tie rod 1 and the locking nut 2, so that the support reaction component and the force transmission component form a complete force system.

[0050] During the test, the jack 4 drives the jack rod to move upward through the hydraulic oil pump, applying an upward reaction force to the bearing beam 3. This reaction force is transmitted to the tie rod 1 through the bearing beam 3, which in turn drives the pull plate 17, the main reinforcement of the cast-in-place pile 7 and the cast-in-place pile 8 to move upward, ultimately achieving the stable application of the pull-out force.

[0051] In practical applications, the installation and use method of the anchor device described in this utility model is as follows:

[0052] (1) Assembly of the main structure of the anchorage device

[0053] First, select a matching pull plate 17 based on the diameter of the pile 8 to be tested. Then, determine the appropriate size and quantity of circular pads 19 based on the diameter specifications of the pull plate 17. Pass each circular pad 19 through the tie rod 1 one by one in order of increasing diameter from bottom to top, and stack them on top of the limiting structure 12 at the lower end of the tie rod to form an inverted conical arrangement. Next, place the pull plate stably on the uppermost circular pad 19, and tighten it precisely by engaging the locking nut 2 with the second thread 16, thus firmly connecting the circular pad 19, pull plate 17, and tie rod 1 as a whole, completing the assembly of the main structure of the anchor device.

[0054] (2) Anchor structure hoisting and fixing of main reinforcement of cast-in-place pile

[0055] Using a hoisting device, the core structure of the anchor assembled in step (1) is smoothly hoisted and placed directly above the cast-in-place pile 8 via hook 14, ensuring that the center of the tie rod 1 is completely aligned with the center of the cast-in-place pile 8. The anchor structure is then temporarily fixed to prevent displacement. The main reinforcing bars 7 of the cast-in-place pile are embedded one by one into the corresponding slots 18 of the pull plate 17. Then, the reinforcing bar locking parts 6 are sequentially fitted onto the outside of each main reinforcing bar 7 of the cast-in-place pile, ensuring that the lower end of the reinforcing bar locking parts 6 is tightly fitted with the pull plate 17. Finally, the screw 11 is passed through the bolt hole 13 on the reinforcing bar locking parts 6 and tightened, so that each reinforcing bar locking part 6 is firmly fixed to the corresponding main reinforcing bar 7 of the cast-in-place pile, forming a stable force transmission connection.

[0056] (3) Construction of supporting reaction force components

[0057] At appropriate distances on both sides of the cast-in-place pile 8, two piers 10 are symmetrically installed to ensure that the piers 10 are installed firmly and without the risk of settlement. Two support beams 5 are placed symmetrically above the two piers 10 with the tie rod 1 as the center. Then, with the tie rod 1 as the center, two jacks 4 are placed symmetrically above the two support beams 5 respectively, and the height of the jacks 4 is adjusted so that the top surfaces of the two jacks 4 are kept at the same level to ensure uniform stress distribution.

[0058] (4) Fixing of the whole device

[0059] Align the round hole in the middle of the steel beam 3 with the upper end of the tie rod 1 and pass it through, so that the support beam 3 is stably erected above the two jacks 4. Pass the locking nut 2 through the first thread 15 on the upper part of the tie rod and tighten it. Through the locking action of the nut, the support beam 3, tie rod 1, two jacks 4 and support beam 5 are firmly connected into one unit, completing the installation of the entire test device.

[0060] (5) Implementation of static pull-out test

[0061] Two jacks 4 are connected in parallel to a hydraulic pump. Starting the hydraulic pump drives the jack rods of jacks 4 to move upwards. The upward force of the jack rods causes the support beam 3 to move upwards synchronously. The support beam 3, through the transmission action of the locking nut 2, causes the tie rod 1 to move upwards. The tie rod 1 then causes the circular pad 19 and the pull plate 17 to move upwards. The pull plate 17, through the steel bar locking member 6, causes the main reinforcement 7 of the cast-in-place pile to move upwards, ultimately causing the cast-in-place pile 8 to move upwards, thus achieving the purpose of applying an upward pull force to the cast-in-place pile. During the test, the magnitude of the applied upward pull force and the upward displacement of the cast-in-place pile 8 are recorded in real time using existing measuring instruments, completing the data acquisition for the static load test of the pile pull-out resistance.

[0062] (6) Equipment dismantling and recycling

[0063] After the test, the hydraulic pump was controlled to slowly retract the jacks of the two jacks 4, gradually removing the pull-out load from the anchor system. Following the reverse order of the installation steps, the test system was dismantled step by step: first, the locking nut 2 at the upper end of the tie rod 1 was loosened, the support beam 3 was removed, and the jacks 4 and support beam 5 were removed again; then, the screw 11 on the rebar locking member 6 was loosened, separating the rebar locking member 6 from the main reinforcement 7 of the cast-in-place pile; finally, the locking nut 2 at the lower end of the tie rod 1 was loosened, and the pull plate 17 and each circular pad 19 were removed in sequence, completing the dismantling and separation of all components. All devices, including the tie rod 1, locking nut 2, rebar locking member 6, screw 11, pull plate 17, and circular pads 19, can be recycled and reused after dismantling.

[0064] To gain a better understanding of the structural features and effects of this utility model, the following is a detailed explanation using a static load test of a large-tonnage single artificial pile in a certain project as an example:

[0065] The foundation design for this project is a manually excavated bored pile. The test pile parameters are as follows: pile diameter D = 2200 mm, enlarged head diameter D1 = 4000 mm, concrete strength grade C30, the bearing stratum at the pile tip is layer ⑤: moderately weathered sandstone interbedded with mudstone, longitudinally composed of 60 Φ32 steel bars, pile length approximately 16.6 m, and pile tip penetration depth into the bearing stratum 4000 mm. The maximum test load for this single pile vertical tensile static load test is not less than twice the characteristic value of the vertical tensile bearing capacity of a single pile (6600 kN × 2 = 13200 kN).

[0066] The feasibility of the experiment was verified from the following four aspects:

[0067] 1. Calculation of reaction force provided by natural foundation soil: On-site excavation down to layer ②1: clay, which can provide reaction force: f ak×S = 250kPa × 8 × 0.36m × 12m × 2 = 17280kN > 13200kN, which meets the requirements. Where: f ak S is the characteristic value of the bearing capacity of the foundation soil, and S is the area of ​​the I-beam.

[0068] 2. Load capacity of equipment platform: The load capacity of equipment platform shall not be less than 15000kN and shall be greater than 13200kN, which meets the requirements.

[0069] 3. Anchoring force verification of the dedicated anchorage: Each set of clamps provided by the manufacturer can provide a pull-out force of not less than 250kN, and a total of 60 sets are used. The anchorage provided by the dedicated anchorage in this test can provide an anchoring force of: 250kN × 60 = 15000kN > 13200kN, which meets the requirements.

[0070] 4. Strength verification of reinforcing bars: The design value of tensile strength for ordinary Grade II reinforcing bars is 300 N / mm². 2 The axial reinforcement of the inspected pile consists of 40Φ32 and 20Φ32 steel bars, with a single Φ32 steel bar having a cross-sectional area of ​​804.3 mm². 2 The pull-out resistance provided by the steel reinforcement in manually excavated concrete cast-in-place piles is 804.3 mm. 2 ×(40+20)×300N / mm 2 ×10 -3 =14477.4kN>13200kN, which meets the requirements.

[0071] A single-pile vertical pull-out static load test was conducted on the engineering pile using this method. The test results are shown in Table 1 and... Figure 8 As shown.

[0072] Table 1 Results of Vertical Pull-out Tests on Single Pile

[0073]

[0074] From Table 1 and Figure 8 As shown in the static load curve of the single pile vertical pull-out, in the early linear stage, the pull-out force increases proportionally to the pile top displacement, and the pull-out amount stabilizes in a short time. As the relative displacement between the pile and the soil increases, the pull-out displacement increases faster than the rate of increase in side resistance, and the pull-out amount stabilizes in a longer time. In the later stage, the pile displacement increases rapidly. The test process went smoothly and achieved the expected results.

[0075] In summary, this utility model discloses an anchorage device for large-tonnage static pull-out load tests of foundation piles, effectively solving the technical pain points of existing technologies, such as large workload of steel bar welding, long test and installation cycle, high material consumption, and difficulty in vertically bearing the main reinforcement of cast-in-place piles. The device constructs a stable anchorage force-bearing system through core components such as a tie rod, a pull plate, a locking nut, a circular pad, a pull plate with a slot, and steel bar locking components. The main reinforcement of the cast-in-place pile is embedded in the slot on the outer circumference of the pull plate, and the main reinforcement of the cast-in-place pile is firmly fixed to the pull plate using the steel bar locking components, ensuring that the pull-out force can be accurately and stably transmitted to the main reinforcement of the cast-in-place pile. The pull plate is pre-processed into various diameter specifications. During the test, the appropriate model can be selected according to the actual diameter of the cast-in-place pile, and then matched with a circular pad of corresponding size. Assembly is carried out in an increasing diameter manner from bottom to top, forming an inverted conical force-bearing structure, which not only achieves efficient material utilization but also ensures the rationality and uniformity of the force distribution. In terms of force transmission and application, the upper end of the tie rod passes through the circular hole in the middle of the support beam and is locked to the support beam by a locking nut. Symmetrical supports and bearing beams are set around the cast-in-place pile, with jacks positioned above the bearing beams. The jack rods are tightly fitted to the bottom of the steel beams. During the test, a hydraulic pump drives the jack rods to extend and retract upwards, sequentially moving the steel beams and tie rods upwards synchronously. This, in turn, pulls the main reinforcement of the cast-in-place pile and the entire pile upwards via the pull plate and the reinforcing bar locking device, achieving stable application of pull-out force. Furthermore, all components of this device can be disassembled and separated, and can be completely recycled and reused after the test. This significantly reduces the cost of consumable materials for the test, shortens the installation and dismantling cycle, and has a wide range of applications, meeting the needs of static pull-out load tests on large-tonnage foundation piles, demonstrating significant practicality and economy.

[0076] The foregoing has shown and described the basic principles, main features, and advantages of this utility model. Those skilled in the art should understand that this utility model is not limited to the above embodiments. The embodiments and descriptions in the specification are merely principles of this utility model. Various changes and modifications can be made to this utility model without departing from its spirit and scope, and all such changes and modifications fall within the scope of the claimed utility model. The scope of protection of this utility model is defined by the appended claims and their equivalents.

Claims

1. An anchorage device for large-tonnage static pull-out load tests of foundation piles, characterized in that, The device includes: a force transmission component, a fixing component, and a load-bearing component; The force transmission component includes a tie rod (1) arranged along the axial direction. The fixing assembly includes a pull plate (17) sleeved on the outer side of the middle section of the tie rod (1) and a steel bar locking member (6) for fixing the main reinforcement (7) of the cast-in-place pile to the pull plate (17). The load-bearing component includes multiple pads, which are mounted as a whole on the pull rod (1) below the pull plate (17).

2. The anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 1, characterized in that, The device also includes a support reaction assembly, which includes a load-bearing beam (3) and a reaction support unit; The reaction support unit is located below the bearing beam (3) and is used to provide an upward reaction force to the bearing beam (3) to drive the tie rod (1) to move the main reinforcement (7) of the cast-in-place pile upward. The reaction support unit includes jacks (4), support beams (5) and piers (10); there are two piers (10), which are symmetrically arranged on the outside of the cast-in-place piles (8), and two support beams (5) are placed on top of the piers (10), with a jack (4) above each support beam (5); the load-bearing beam (3) is erected above the two jacks (4).

3. The anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 1, characterized in that, The upper end and middle section of the pull rod (1) are respectively provided with a set of threaded structures for locking; The threaded structure includes an external thread provided on the outer wall of the pull rod (1) and a locking nut (2) adapted to the external thread.

4. The anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 1, characterized in that, The lower end of the pull rod (1) is provided with a limiting structure (12), which is used to support the component.

5. The anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 1, characterized in that, The outer periphery of the pull plate (17) is provided with several evenly distributed slots (18).

6. The anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 1, characterized in that, The steel bar locking component (6) includes a steel bar locking component body, which has an axial through hole for the main reinforcement (7) of the cast-in-place pile to pass through. The steel bar locking component body also has multiple sets of radial threaded holes, in which screws (11) are installed.

7. An anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 4, characterized in that, The pad is a circular pad, and the diameter of the multiple circular pads (19) decreases sequentially from top to bottom along the axial direction of the tie rod (1).

8. An anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 7, characterized in that, Multiple circular pads (19) are located above the limiting structure (12), and the pull plate (17) is placed on the uppermost circular pad (19). The pull plate (17) and the multiple circular pads (19) together form an inverted conical force-bearing structure.

9. An anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 2, characterized in that, The middle part of the load-bearing beam (3) has a through hole for the upper end of the tie rod (1) to pass through.

10. An anchorage device for large-tonnage static pull-out load tests of foundation piles according to claim 1, characterized in that, The top of the pull rod (1) is provided with a hook (14).

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