In-situ full-scale bearing capacity test structure of bridge pier and construction method

Abstract

The application discloses a field full-scale pier bearing capacity test structure and a construction method, which comprises a counterforce wall, two cast-in-place full-scale piers and two prefabricated full-scale piers; the top of the counterforce wall is provided with a jack hanger on the side of each of the cast-in-place full-scale piers and the prefabricated full-scale piers; the jack hanger is suspended and fixed with multiple jacks connected with pressure sensors through multiple thick wide flat safety ropes; the pressure sensors are used for measuring the horizontal force applied by each jack to the cast-in-place full-scale pier or the prefabricated full-scale pier. During construction, the prefabricated full-scale piers are first made, the prefabricated full-scale piers are installed after the cast-in-place full-scale piers and the counterforce wall are poured, and the jack hangers and the jacks are installed on the top of the counterforce wall; after all the installation is completed, the bearing capacity test loading is carried out. The application improves the defects of the existing test, can carry out the whole process and complete comparison of the two kinds of piers, and eliminates the defects that the prior art cannot completely carry out the whole process of the mechanical loading test of the two kinds of piers.

Description

Technical Field

[0001] This invention relates to the field of bridge pier bearing capacity testing technology, and in particular to the on-site full-scale bridge pier bearing capacity testing structure and construction method. Background Technology

[0002] With the advancement of science and technology and the increasing emphasis placed on scientific research, there is a growing call for full-scale tests on bridge piers. This is because commonly used scaled-down model tests can only provide an approximation, and errors are sometimes difficult to control accurately.

[0003] Current technologies commonly employ a two-pier, top-down approach, where two test piers are fixed to a foundation with the top surface of the foundation flush with the ground. Due to the discrete nature of concrete materials, the load-bearing capacities of the two piers will not be equal. During loading, the pier with the slightly smaller load-bearing capacity will obtain a complete load-displacement curve and will be loaded to complete failure; while the pier with the slightly larger load-bearing capacity, lacking a support point, will not completely fail, and an accurate load-bearing capacity value cannot be obtained. Only a qualitative comparison of the load-bearing capacities of the two piers can be made.

[0004] Due to differences in test objects, reinforcement, cross-sections, and stirrup methods, the test conclusions of existing model tests cannot be directly applied to the specific bridge piers in this paper. Secondly, this leads to some shortcomings in existing full-scale bridge pier tests, which cannot fully conduct mechanical loading tests on both types of bridge piers throughout the entire process.

[0005] Therefore, how to specifically improve the shortcomings of existing tests and conduct a complete comparative test of the two types of bridge piers has become a technical problem that urgently needs to be solved by those skilled in the art. Summary of the Invention

[0006] In view of the above-mentioned deficiencies of the prior art, the present invention provides a full-scale on-site bridge pier bearing capacity test structure and construction method. The purpose is to specifically improve the shortcomings of the existing tests, enabling a complete comparison of the entire process of two types of bridge piers, and eliminating the deficiency of the prior art in not being able to conduct a complete mechanical loading test of the entire process of two types of bridge piers.

[0007] To achieve the above objectives, the present invention discloses a full-scale on-site pier bearing capacity test structure, including a reaction wall, and cast-in-place full-scale piers and precast full-scale piers symmetrically arranged on both sides of the reaction wall.

[0008] The stiffness ratio between the reaction wall and the cast-in-place full-scale pier and the precast full-scale pier is 8; under the same load, the horizontal displacement of the reaction wall in the elastic stage accounts for 11% of the total displacement.

[0009] The top of the reaction wall is equipped with a jack bracket and a jack on the side facing the cast-in-place full-scale pier and / or the precast full-scale pier.

[0010] The jack hanger is suspended and fixed by multiple thickened wide and flat safety ropes, which are connected to the sputtering film pressure sensor.

[0011] The pressure sensor is used to measure the horizontal force applied by each of the jacks to the cast-in-place full-scale pier or the precast full-scale pier, and to determine whether the reaction force received by the multiple jacks applying the horizontal force to the cast-in-place full-scale pier or the multiple jacks applying the horizontal force to the precast full-scale pier is uniform.

[0012] Preferably, the reaction wall, the cast-in-place full-scale pier, and the precast full-scale pier are all equipped with multiple bundles of upper steel strands;

[0013] The number of upper steel strands in the cast-in-place full-scale pier and the precast full-scale pier is the same;

[0014] The number of upper steel strands in the reaction wall is one more bundle than the number of upper steel strands in the cast-in-place full-scale pier or the precast full-scale pier.

[0015] More preferably, both the cast-in-place full-scale pier and the precast full-scale pier have a height of 10 meters and a cross-sectional dimension of 2 meters × 2 meters.

[0016] The reaction wall measures 2 meters by 4 meters.

[0017] Both the cast-in-place full-scale piers and the precast full-scale piers are equipped with 5 bundles of the upper steel strands, and the reaction wall is equipped with 6 bundles of the upper steel strands; each bundle of the upper steel strands contains 15 strands.

[0018] Preferably, the reaction wall, the cast-in-place full-scale pier, and the precast full-scale pier are set on the pile cap;

[0019] The portion of the foundation near the bottom is buried underground, with multiple bored piles underneath and multiple bundles of foundation steel strands inside.

[0020] Multiple steel bars are provided on the upper surface of the pier, corresponding to the positions between the cast-in-place full-scale pier and the reaction wall, as well as the positions between the precast full-scale pier and the reaction wall.

[0021] More preferably, the platform has a planar dimension of 6 meters × 12.5 meters and a height of 3 meters;

[0022] The height of the part of the foundation buried underground is 1 meter, and there are 6 bored piles underneath it;

[0023] The bearing platform is equipped with four bundles of bearing platform steel strands; each bundle contains 15 steel strands.

[0024] Each of the aforementioned bored piles is 40 meters long;

[0025] The upper surface of the pier is provided with eight steel bars with a diameter of 80mm at the positions corresponding to the cast-in-place full-scale pier and the reaction wall, as well as at the positions corresponding to the precast full-scale pier and the reaction wall.

[0026] Preferably, each of the jack hangers is fixed to the top of the reaction wall by multiple high-strength bolts and at least two high-strength steel plates;

[0027] The two high-strength steel plates of each jack bracket are respectively set on the two sides of the top reserved steel bar facing and away from the corresponding cast-in-place full-scale bridge pier, or respectively set on the two sides of the top reserved steel bar facing and away from the corresponding precast full-scale bridge pier;

[0028] Each of the high-strength bolts penetrates two of the high-strength steel plates and is then secured with a matching nut.

[0029] The corresponding jack bracket is fixedly connected to either the side of the two high-strength steel plates facing the cast-in-place full-scale pier or the side facing the precast full-scale pier.

[0030] More preferably, each of the jack hangers includes a horizontal bar on which the thickened wide and flat safety rope is installed, and an inclined bar connected to the corresponding horizontal bar and the corresponding high-strength steel plate in a triangular structure.

[0031] Preferably, the cast-in-place full-scale piers, the reaction walls, and the precast full-scale piers are all equipped with construction platforms near the top.

[0032] The cast-in-place full-scale bridge piers, the reaction walls, and the precast full-scale bridge piers are all equipped with multiple reserved steel pipes parallel to the horizontal plane below the corresponding construction platforms.

[0033] Each of the reserved steel pipes is embedded in the corresponding cast-in-place full-scale pier, the corresponding reaction wall, or the corresponding precast full-scale pier. Both ends are flush with or extend from the outer side wall of the corresponding cast-in-place full-scale pier, the corresponding reaction wall, or the corresponding precast full-scale pier. Each of the pipes is internally reinforced with supporting steel bars for supporting the corresponding construction platform.

[0034] Each of the four corners of the construction platform is fixed to the corresponding supporting steel bars by high-strength steel strands;

[0035] Each of the aforementioned supporting steel bars has a diameter of 50 mm or more.

[0036] This invention also provides a construction method for a full-scale on-site test structure for the bearing capacity of bridge piers, comprising the following steps:

[0037] Step 1: Prefabricate the full-scale prefabricated bridge piers and transport them to the test site after curing;

[0038] Step 2: Cast the foundation, the reaction wall and the cast-in-place full-scale pier on the foundation at the test site, and carry out curing.

[0039] Step 3: Assemble the prefabricated full-scale bridge piers onto the pier cap;

[0040] Step 4: Tension the foundation steel strands within the foundation at 80% of their ultimate tensile strength;

[0041] Step 5: Construct a construction platform near the top of the cast-in-place full-scale pier, the reaction wall, and the precast full-scale pier;

[0042] Step 6: Install the jack hanger on the upper part of the reaction wall via the construction platform of the reaction wall;

[0043] Step 7: Install the thickened wide and flat safety rope on the jack bracket, and then install the required jack below the jack bracket;

[0044] Step 8: Install ball joint caps and ball joint bases at both ends of each jack using a hoist device, and fine-tune each jack using the hoist so that the multiple jacks between the reaction wall and the cast-in-place full-scale pier, as well as the multiple jacks between the reaction wall and the precast full-scale pier, are all parallel to the horizontal line.

[0045] Step 9: After all installations are completed, conduct a load-bearing capacity test.

[0046] Preferably, during construction, wooden blocks are placed under each jack to support and protect it.

[0047] The beneficial effects of this invention are:

[0048] This invention specifically improves upon the shortcomings of existing tests, enabling a complete comparison of the entire process of two types of bridge piers, thus eliminating the deficiency of existing technologies that cannot conduct complete mechanical loading tests on the entire process of two types of bridge piers.

[0049] The following will further explain the concept, specific structure, and technical effects of the present invention in conjunction with the accompanying drawings, so as to fully understand the purpose, features, and effects of the present invention. Attached Figure Description

[0050] Figure 1 This diagram illustrates a construction platform for a cast-in-place full-scale bridge pier and reaction wall in one embodiment of the present invention.

[0051] Figure 2 A schematic diagram of a planar structure according to an embodiment of the present invention is shown.

[0052] Figure 3 This diagram illustrates a structure in one embodiment of the present invention, showing a jack hanger and a jack mounted on top of the reaction wall.

[0053] Figure 4 This diagram illustrates the state of the jacks between the cast-in-place full-scale bridge pier and the reaction wall in an embodiment of the present invention, without being lifted.

[0054] Figure 5 This diagram illustrates the tilting of the cast-in-place full-scale bridge pier during the lifting of the jacks between the pier and the reaction wall in one embodiment of the present invention.

[0055] Figure 6 A schematic diagram of the prestressed structure of the pier cap is shown in one embodiment of the present invention.

[0056] Figure 7 This diagram illustrates the state of jacks installed between a cast-in-place full-scale bridge pier and a reaction wall in one embodiment of the present invention.

[0057] Figure 8 This diagram illustrates the state of jacks installed between prefabricated full-scale bridge piers and reaction walls in one embodiment of the present invention. Detailed Implementation

[0058] Example

[0059] like Figures 1 to 8 As shown, the on-site full-scale pier bearing capacity test structure includes a reaction wall 2, and cast-in-place full-scale pier 1 and precast full-scale pier 3 symmetrically arranged on both sides of the reaction wall 2.

[0060] The stiffness ratio between reaction wall 2 and cast-in-place full-scale pier 1 and precast full-scale pier 3 is 8; under the same load, the horizontal displacement of reaction wall 2, which is in the elastic stage, accounts for 11% of the total displacement.

[0061] The top of the reaction wall 2 is equipped with jack hangers 6 and jacks 7 on the sides facing the cast-in-place full-scale pier 1 and / or the precast full-scale pier 3.

[0062] The jack bracket 6 suspends and fixes multiple jacks 7 connected to the sputtering film pressure sensor by multiple thickened wide and flat safety ropes 61;

[0063] The pressure sensor is used to measure the horizontal force applied by each jack 7 to the cast-in-place full-scale pier 1 or the precast full-scale pier 3, and to determine whether the reaction force received by the multiple jacks 7 applying the horizontal force to the cast-in-place full-scale pier 1 or the multiple jacks 7 applying the horizontal force to the precast full-scale pier 3 is uniform.

[0064] The present invention provides loads to the cast-in-place full-scale piers 1 and / or precast full-scale piers 3 in the bearing capacity test by symmetrically setting cast-in-place full-scale piers 1 and precast full-scale piers 3 on both sides of the reaction wall 2, and by providing jack hangers 6 and jacks 7 on the sides of the top of the reaction wall 2 facing the cast-in-place full-scale piers 1 and / or precast full-scale piers 3.

[0065] The present invention uses a full-scale model, which, compared with the experimental models in the prior art, should have the characteristics of large size, large height, and high difficulty.

[0066] Furthermore, full-scale model loading tests provide a more direct way to observe experimental phenomena and analyze whether the data conforms to specifications and is feasible in engineering applications. This provides experimental reference for future full-scale tests.

[0067] The loading device jack 7 used in this invention is a conventional hydraulically controlled synchronous jack.

[0068] The difference from pressure sensors in existing technologies is that the piers will rotate significantly during the test. The jack 7 will not be under uniform pressure with the cast-in-place full-scale pier 1, the precast full-scale pier 3, or the reaction wall, but will be under bias pressure.

[0069] The multi-top synchronous loading control equipment has a built-in force sensor that can read the resultant force.

[0070] Simultaneously, a sputtered thin-film pressure sensor was connected to three jacks to measure the horizontal force exerted by each jack on the bridge pier, for a total of three, to determine whether the force on the three jacks was uniform.

[0071] In some embodiments, multiple bundles of upper steel strands 11 are provided in the reaction wall 2, the cast-in-place full-scale pier 1, and the precast full-scale pier 3;

[0072] The number of upper steel strands 11 in both cast-in-place full-scale pier 1 and precast full-scale pier 3 is the same.

[0073] The number of upper steel strands 11 in the reaction wall 2 is one more bundle than the number of upper steel strands 11 in the cast-in-place full-scale pier 1 or the precast full-scale pier 3.

[0074] In some embodiments, both the cast-in-place full-scale pier 1 and the precast full-scale pier 3 have a height of 10 meters and a cross-sectional dimension of 2 meters × 2 meters.

[0075] The dimensions of reaction wall 2 are 2 meters × 4 meters;

[0076] Both the cast-in-place full-scale pier 1 and the precast full-scale pier 3 are equipped with 5 bundles of upper steel strands 11, and the reaction wall 2 is equipped with 6 bundles of upper steel strands 11; each bundle of upper steel strands 11 contains 15 strands.

[0077] In some embodiments, the reaction wall 2, the cast-in-place full-scale pier 1, and the precast full-scale pier 3 are set on the pier cap 4;

[0078] The portion of the foundation 4 near the bottom is buried underground, with multiple bored piles 5 underneath, and multiple bundles of foundation steel strands 41 inside.

[0079] Multiple steel bars are installed on the upper surface of the pier cap 4 at the positions between the cast-in-place full-scale pier 1 and the reaction wall 2, as well as at the positions between the precast full-scale pier 3 and the reaction wall 2.

[0080] In practical applications, the arrangement of multiple steel bars can prevent the upper surface of the pier cap 4 from cracking when the cast-in-place full-scale pier 1 and the precast full-scale pier 3 deflect.

[0081] In some embodiments, the platform 4 has a planar dimension of 6 meters × 12.5 meters and a height of 3 meters;

[0082] The part of the foundation 4 buried underground is 1 meter high, and there are 6 bored piles 5 underneath;

[0083] The foundation 4 is equipped with 4 bundles of foundation steel strands 41; each bundle of foundation steel strands 41 contains 15 strands.

[0084] Each bored pile 5 is 40 meters long;

[0085] The upper surface of the pier cap 4 is provided with 8 steel bars with a diameter of 80mm at the positions corresponding to the cast-in-place full-scale pier 1 and the reaction wall 2, as well as the positions corresponding to the precast full-scale pier 3 and the reaction wall 2.

[0086] In some embodiments, each jack bracket 6 is fixed to the top of the reaction wall 2 by multiple high-strength bolts 63 and at least two high-strength steel plates 64;

[0087] Two high-strength steel plates 64 of each 1,000-pound bracket 6 are respectively set on the two sides of the corresponding cast-in-place full-scale bridge pier 1 facing the reserved steel bars at the top and facing away from the reserved steel bars at the top and facing away from the corresponding precast full-scale bridge pier 3.

[0088] Each high-strength bolt 63 penetrates two high-strength steel plates 64 and is then secured with a matching nut.

[0089] Two high-strength steel plates 64 are fixedly connected to the corresponding jack brackets 6 on either the side facing the cast-in-place full-scale pier 1 or the side facing the precast full-scale pier 3.

[0090] In some embodiments, each jack hanger 6 includes a horizontal bar with a thickened wide and flat safety rope 61, and an inclined bar 62 connected to the corresponding horizontal bar and the corresponding high-strength steel plate 64 in a triangular structure.

[0091] In some embodiments, the cast-in-place full-scale pier 1, the reaction wall 2, and the precast full-scale pier 3 are all provided with a construction platform 12 near the top;

[0092] The cast-in-place full-scale pier 1, reaction wall 2 and precast full-scale pier 3 are all equipped with multiple reserved steel pipes 31 parallel to the horizontal plane under the corresponding construction platform 12;

[0093] Each reserved steel pipe 31 is embedded in the corresponding cast-in-place full-scale pier 1, the corresponding reaction wall 2, or the corresponding precast full-scale pier 3. Both ends are flush with or extend from the outer side wall of the corresponding cast-in-place full-scale pier 1, the corresponding reaction wall 2, or the corresponding precast full-scale pier 3. The inside is filled with supporting steel bars for supporting the corresponding construction platform 12.

[0094] Each of the four corners of the construction platform 12 is fixed to the corresponding supporting steel bars by high-strength steel strands;

[0095] Each supporting steel bar has a diameter of more than 50 millimeters.

[0096] When the test requires pushing the jack 7 at high altitude, it is necessary to observe the damage phenomenon below the cast-in-place full-scale pier 1 or the precast full-scale pier 3. However, the displacement of the cast-in-place full-scale pier 1 or the precast full-scale pier 3 is large before damage occurs, which poses a high safety risk.

[0097] This invention uses a construction platform set up on the top of the pier as a temporary protective measure, which also has the function of preventing objects from falling from heights.

[0098] This invention also provides a construction method for a full-scale on-site test structure for the bearing capacity of bridge piers, comprising the following steps:

[0099] Step 1: Precast full-scale bridge piers 3 and transport them to the test site after curing;

[0100] Step 2: Cast the foundation 4, the reaction wall 2 and the cast-in-place full-scale pier 1 on the foundation 4 at the test site, and carry out curing.

[0101] Step 3: Assemble the precast full-scale pier 3 onto the abutment 4;

[0102] Step 4: Tension the foundation steel strand 41 within the foundation 4 to 80% of its ultimate tensile strength;

[0103] Step 5: Construct a construction platform 12 near the top of the cast-in-place full-scale pier 1, reaction wall 2, and precast full-scale pier 3;

[0104] Step 6: Install the jack bracket 6 on the upper end of the reaction wall 2 via the construction platform 12 of the reaction wall 2;

[0105] Step 7: Install a thickened, wide, flat safety rope 61 on the jack bracket 6, and install the required jack 7 below the jack bracket 6;

[0106] Step 8: Install the ball joint cap 71 and ball joint base 72 at both ends of each jack 7 using the hoist device, and make fine adjustments to each jack 7 using the hoist so that the multiple jacks 7 between the reaction wall 2 and the cast-in-place full-scale pier 1, as well as the multiple jacks 7 between the reaction wall 2 and the precast full-scale pier 3, are all parallel to the horizontal line.

[0107] Step 9: After all installations are completed, conduct a load-bearing capacity test.

[0108] like Figure 4 and Figure 5 As shown, since the cast-in-place full-scale pier 1 or the precast full-scale pier 3 tilts back during the actual loading process, the jack 7 will rotate with the corresponding cast-in-place full-scale pier 1 or the corresponding precast full-scale pier 3. Therefore, ball hinge caps 71 and ball hinge bases 72 are set on both sides.

[0109] In some embodiments, during construction, wooden blocks are placed under each jack 7 to support and protect the corresponding jack 7.

[0110] The preferred embodiments of the present invention have been described in detail above. It should be understood that those skilled in the art can make numerous modifications and variations based on the concept of the present invention without creative effort. Therefore, all technical solutions that can be obtained by those skilled in the art based on the concept of the present invention through logical analysis, reasoning, or limited experimentation on the basis of existing technology should be within the scope of protection defined by the claims.

Claims

1. A full-scale on-site test structure for the bearing capacity of bridge piers; characterized in that, It includes a reaction wall (2), and cast-in-place full-scale piers (1) and precast full-scale piers (3) symmetrically arranged on both sides of the reaction wall (2); The stiffness ratio between the reaction wall (2) and the cast-in-place full-scale pier (1) and the precast full-scale pier (3) is 8; under the same load, the horizontal displacement of the reaction wall (2) in the elastic stage accounts for 11% of the total displacement. The reaction wall (2) is equipped with a jack hanger (6) and a jack (7) on the side of the top facing the cast-in-place full-scale pier (1) and / or the precast full-scale pier (3); The jack bracket (6) suspends and fixes multiple jacks (7) connected to the sputtering film pressure sensor by multiple thickened wide and flat safety ropes (61); The pressure sensor is used to measure the horizontal force applied by each of the jacks (7) to the cast-in-place full-scale pier (1) or the precast full-scale pier (3), and to determine whether the reaction force received by the multiple jacks (7) that apply the horizontal force to the cast-in-place full-scale pier (1) or the multiple jacks (7) that apply the horizontal force to the precast full-scale pier (3) is uniform.

2. The on-site full-scale pier bearing capacity test structure according to claim 1, characterized in that, The reaction wall (2), the cast-in-place full-scale pier (1) and the precast full-scale pier (3) are all equipped with multiple bundles of upper steel strands (11); The number of upper steel strands (11) in the cast-in-place full-scale pier (1) and the precast full-scale pier (3) is the same; The number of upper steel strands (11) in the reaction wall (2) is one more bundle than the number of upper steel strands (11) in the cast-in-place full-scale pier (1) or the precast full-scale pier (3).

3. The on-site full-scale bridge pier bearing capacity test structure according to claim 2, characterized in that, The height of both the cast-in-place full-scale pier (1) and the precast full-scale pier (3) is 10 meters and the cross-sectional dimensions are both 2 meters × 2 meters. The reaction wall (2) has dimensions of 2 meters × 4 meters; The cast-in-place full-scale pier (1) and the precast full-scale pier (3) are each provided with 5 bundles of the upper steel strands (11), and the reaction wall (2) is provided with 6 bundles of the upper steel strands (11); wherein each bundle of the upper steel strands (11) contains 15 strands.

4. The on-site full-scale pier bearing capacity test structure according to claim 1, characterized in that, The reaction wall (2), the cast-in-place full-scale pier (1) and the precast full-scale pier (3) are set on the pile cap (4); The portion of the foundation (4) near the bottom is buried underground, with multiple bored piles (5) below it, and multiple bundles of foundation steel strands (41) inside. Multiple steel bars are provided on the upper surface of the pier (4) at the positions between the cast-in-place full-scale pier (1) and the reaction wall (2), as well as at the positions between the precast full-scale pier (3) and the reaction wall (2). In practical applications, the arrangement of multiple steel bars can prevent the upper surface of the pier cap (4) from cracking when the cast-in-place full-scale pier (1) and the precast full-scale pier (3) deflect.

5. The on-site full-scale pier bearing capacity test structure according to claim 4, characterized in that, The platform (4) has a planar dimension of 6 meters × 12.5 meters and a height of 3 meters; The height of the part of the foundation (4) buried underground is 1 meter, and there are 6 bored piles (5) below it; The bearing platform (4) is provided with 4 bundles of bearing platform steel strands (41); each bundle of bearing platform steel strands (41) contains 15 strands; Each of the aforementioned bored piles (5) is 40 meters long; The upper surface of the pier (4) is provided with eight steel bars with a diameter of 80 mm at the positions between the cast-in-place full-scale pier (1) and the reaction wall (2), as well as at the positions between the precast full-scale pier (3) and the reaction wall (2).

6. The on-site full-scale pier bearing capacity test structure according to claim 1, characterized in that, Each of the jack hangers (6) is fixed to the top of the reaction wall (2) by multiple high-strength bolts (63) and at least two high-strength steel plates (64); The two high-strength steel plates (64) of each jack bracket (6) are respectively set on the two sides of the top reserved steel bar facing and away from the corresponding cast-in-place full-scale pier (1), or respectively set on the two sides of the top reserved steel bar facing and away from the corresponding precast full-scale pier (3); Each of the high-strength bolts (63) penetrates two of the high-strength steel plates (64) and is then fastened with a matching nut; The corresponding jack bracket (6) is fixedly connected to either the side of the two high-strength steel plates (64) facing the cast-in-place full-scale pier (1) or the side facing the precast full-scale pier (3).

7. The on-site full-scale pier bearing capacity test structure according to claim 6, characterized in that, Each of the jack hangers (6) includes a horizontal bar on which the thickened wide and flat safety rope (61) is installed, and an inclined bar (62) connected to the corresponding horizontal bar and the corresponding high-strength steel plate (64) in a triangular structure.

8. The on-site full-scale pier bearing capacity test structure according to claim 1, characterized in that, The cast-in-place full-scale pier (1), the reaction wall (2), and the precast full-scale pier (3) are all equipped with construction platforms (12) near the top. The cast-in-place full-scale pier (1), the reaction wall (2) and the precast full-scale pier (3) are each provided with multiple reserved steel pipes (31) parallel to the horizontal plane below the corresponding construction platform (12); Each of the reserved steel pipes (31) is embedded in the corresponding cast-in-place full-scale pier (1), the corresponding reaction wall (2) or the corresponding precast full-scale pier (3), with both ends flush with or extending from the outer side wall of the corresponding cast-in-place full-scale pier (1), the corresponding reaction wall (2) or the corresponding precast full-scale pier (3), and each is internally provided with supporting steel bars for supporting the corresponding construction platform (12); Each of the four corners of the construction platform (12) is fixed to the corresponding supporting steel bars by high-strength steel strands; Each of the aforementioned supporting steel bars has a diameter of 50 mm or more.

9. The construction method of the full-scale on-site pier bearing capacity test structure according to claim 1, characterized in that, Includes the following steps: Step 1: Prefabricate the full-scale prefabricated bridge piers (3) and transport them to the test site after curing; Step 2: Cast the foundation (4), the reaction wall (2) and the cast-in-place full-scale pier (1) on the foundation (4) at the test site, and carry out curing. Step 3: Assemble the prefabricated full-scale pier (3) onto the abutment (4); Step 4: Tension the foundation steel strand (41) within the foundation (4) at 80% of its ultimate tensile strength; Step 5: Construct a construction platform (12) near the top of the cast-in-place full-scale pier (1), the reaction wall (2), and the precast full-scale pier (3); Step 6: Install the jack bracket (6) on the upper end of the reaction wall (2) via the construction platform (12) of the reaction wall (2); Step 7: By setting the thickened wide and flat safety rope (61) on the jack bracket (6), the required jack (7) is set below the jack bracket (6); Step 8: Install ball joint caps (71) and ball joint bases (72) at both ends of each jack (7) using a hoist device, and make fine adjustments to each jack (7) using a hoist so that the multiple jacks (7) between the reaction wall (2) and the cast-in-place full-scale pier (1), and the multiple jacks (7) between the reaction wall (2) and the precast full-scale pier (3) are all parallel to the horizontal line; Step 9: After all installations are completed, conduct a load-bearing capacity test.

10. The construction method of the full-scale on-site pier bearing capacity test structure according to claim 9, characterized in that, During construction, wooden blocks are placed under each jack (7) to support and protect the corresponding jack (7).

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