An in-situ testing device for the bearing characteristics of an archaeological site profile anchoring system and its use method

Abstract

The present invention discloses an in-situ testing device for the bearing characteristics of an anchoring system of an archaeological site profile and a method for using the same, and relates to the technical field of pit wall anchoring tests for earthen site sites. It solves the problem that the existing technology can only satisfy the exploration of the bearing characteristics between the anchoring system and a stable body, but cannot explore the bearing characteristics between a dangerous soil body and the anchoring system. The present invention includes a bearing plate and a positioning rod, which are plugged in and can slide relative to each other. The bearing plate and the positioning rod are used to insert into the soil body where the anchoring system is located to form a dislocation surface, and the dislocation surface is used to simulate the formation of a dangerous soil body and a stable soil body on the soil body where the anchoring system is located; the bearing plate is connected to a force transmission rod, and a quick-connect structure is provided between the bearing plate and the force transmission rod, and the force transmission rod is connected to a linkage plate, and a pulling end is provided on the linkage plate, and the pulling end is used to connect to a puller. The present invention fully simulates the force effect of the dangerous soil body formed by the actual soil destruction on the anchoring system.

Description

Technical Field

[0001] The present invention relates to the technical field of earthen site pit wall anchoring test, and in particular to an in-situ testing device for the bearing characteristics of an archaeological site profile anchoring system and a method for using the device. Background Art

[0002] The protection and reinforcement of archaeological pit wall sites is a key issue in cultural heritage preservation. Due to factors such as natural weathering, rain erosion, and human activities, sites often face structural problems such as collapse and cracks. To ensure the long-term preservation and display of the site, anchoring reinforcement technology has become an effective means of solving such problems due to its high efficiency and minimal interference with the site. The basic principle of anchoring reinforcement technology is to drill holes in the rock and soil of the site, insert anchor rods or anchor cables, and use grouting and other methods to form an anchoring system. The anchor rods are tightly bonded to the rock and soil, so that the outer part of the soil, which is at risk of structural problems such as collapse and cracks, is connected to the inner part of the soil, which has a more stable structure, thereby enhancing the overall stability and anti-slip ability of the site. This technology can effectively disperse stress, prevent local damage, and significantly improve the structural safety of the site.

[0003] In archaeological site protection projects, the performance test of the pit wall anchoring system is a key step in ensuring the safety of the support structure. The entire anchoring system consists of two parts: the dangerous end of the dangerous soil in front of the displacement surface, and the stable end of the stable soil behind the displacement surface. The anchor pull-out test device currently commonly used in the industry has the following main technical defects:

[0004] 1: The traditional device is based on the reaction frame structure designed in the "Technical Code for Rock and Soil Anchors". Its loading mechanism only applies load to the anchor system in the stable soil. It cannot explore the actual impact caused by the damage of the dangerous soil, that is, it cannot effectively test the anchor end in the dangerous soil.

[0005] 2: Traditional devices can only test the bearing characteristics of the anchor system under static loads and cannot generate reciprocating loads. Therefore, they cannot obtain the impact of earthquakes on the anchor system and the entire pit wall in actual applications.

[0006] For example, the Chinese invention patent with publication number CN110057699A discloses a pulling device, a pulling detection device, and a method for an anchoring system. The pulling device is used as the core mechanical part and is matched with an integrated electronic control system. The pulling test can be set to linear loading or nonlinear loading according to actual conditions. The speed and level of applied load can be accurately controlled, thereby reducing human errors in the test results. The load-deformation curve obtained is a more reliable test result.

[0007] However, this solution only discloses the conventional mechanical means of applying load to the outer end of the anchoring system such as anchor rods. What is tested is only the bearing characteristics of the outer end of the anchoring system in the dangerous soil, which corresponds to the anchoring force performance between the stable end of the anchoring system and the stable soil. It is impossible to test the force state of the dangerous soil structure corresponding to the dangerous end of the actual anchoring system. Summary of the Invention

[0008] In response to the deficiencies in the above-mentioned background technology, the present invention proposes an in-situ testing device for the bearing characteristics of the anchoring system of an archaeological site profile and a method for using the same, which solves the problem that the existing technology can only explore the bearing characteristics between the anchoring system and stable soil but cannot explore the bearing characteristics between the dangerous soil and the anchoring system.

[0009] The technical solution of the present invention is achieved as follows: an in-situ testing device for the bearing characteristics of the profile anchoring system of an archaeological site, including a bearing plate and a positioning rod, which are plug-in matched with each other and can slide relative to each other, and the bearing plate and the positioning rod are used to be inserted into the soil where the anchoring system is located to form a dislocation surface, and the dislocation surface is used to simulate the formation of dangerous soil and stable soil on the soil where the anchoring system is located; the bearing plate is connected to the force transmission rod, and a quick-connect structure is provided between the bearing plate and the force transmission rod, and the force transmission rod is connected to the linkage plate, and a pulling end is provided on the linkage plate, and the pulling end is used to connect to the puller.

[0010] Preferably, the force transmission rod is detachably provided with a front pressure plate for cooperating with the outer wall of the dangerous soil body, and the linkage plate is arranged on the sliding support frame; the bearing plate is a rectangular plate or a horseshoe-shaped plate.

[0011] Preferably, a positioning groove is provided on the carrying plate, a positioning rod protrusion is provided on the positioning rod and is plugged into and matched with the positioning groove, and a graduated ruler is provided on the positioning rod.

[0012] Preferably, the quick-connect structure includes a locking hole provided on the bearing plate, and the force-transmitting rod includes a force-transmitting rod, and an expansion head matching the locking hole is provided at the end of the force-transmitting rod, and the locking hole can meet the requirements of the expansion head passing through.

[0013] Preferably, the force transmission rod is connected to several sections of extension rods in sequence through threads, a locking plate is provided on the outermost extension rod, and a front pressure plate opening is provided on the front pressure plate to allow the anchoring system to pass through.

[0014] Preferably, the linkage plate and the front pressure plate are correspondingly provided with through holes for the extension rod to pass through, and the extension rod is provided with a locking nut for locking the front pressure plate to the outer wall of the dangerous soil body. One side of the linkage plate cooperates with the locking disk, and the other side is locked with the extension rod through a nut.

[0015] Preferably, the sliding support frame includes a frame body, the upper part of the frame body is hinged to the linkage plate, the lower end of the frame body is provided with a stretching rod, the lower end of the stretching rod is connected to a pulley; the pulley cooperates with a track set on the ground.

[0016] Preferably, it also includes a transverse locking beam, which is used to be bolted to at least two linkage plates, and a pulling end is provided on the transverse locking beam; the pulling end includes a ball joint provided on the transverse locking beam or the linkage plate, and the movable end of the ball joint is connected to the pull rod; the puller includes a hydraulic telescopic cylinder, the telescopic end of the hydraulic telescopic cylinder is connected to the pull rod, and is used to drive the pull rod to move axially.

[0017] A method for using the in-situ testing device for the bearing characteristics of an archaeological site profile anchoring system as described in any one of the above items comprises the following steps:

[0018] Install the positioning rod and the bearing plate: press the positioning rod into the soil in a direction perpendicular to the axis of the anchoring system, plug the bearing plate into the positioning rod, and use multiple small loads to slide the bearing plate along the positioning rod and press it into the soil until the middle of the bearing plate corresponds to the anchoring system, forming a dislocation surface perpendicular to the axis of the anchoring system, so that the soil simulates the formation of dangerous soil and stable soil along the axis of the anchoring system.

[0019] Build force transfer rods: dig holes at corresponding positions on the dangerous soil, insert force transfer rods, and connect and fix the force transfer rods to the bearing plate through quick connection structures.

[0020] Install the linkage plate and puller: install the linkage plate on the force transmission rod, connect the puller to the pulling end, and fix the position of the puller.

[0021] Conduct static load test: Use a puller to load the linkage plate through the pulling end according to the preset load, transfer the force to the bearing plate through the force transmission rod, and finally apply it to the dangerous soil outside the bearing plate.

[0022] Preferably, the method further includes the steps of performing an earthquake load simulation test: installing the front pressure plate on the force transmission rod and making the front pressure plate fit the outer wall of the dangerous soil body; using the sliding support frame to adjust and support the height and angle of the linkage plate so that the linkage plate is perpendicular to the anchoring direction of the anchoring system; using a puller to apply a reciprocating load to the pulling end for pulling, and the applied reciprocating load is applied to the dangerous soil and the stable soil through the front pressure plate and the load-bearing plate respectively.

[0023] Beneficial effects of the present invention: The present invention forms a dislocation surface by inserting a bearing plate and a positioning rod into the soil where the anchoring system is located, and utilizes the dislocation surface to simulate the formation of dangerous soil and stable soil on the soil where the anchoring system is located, thereby simulating the field environment where actual structural problems exist. By using the method of loading the dangerous soil, the actual mechanical interaction of the entire anchoring system structure caused by the unstable movement of the dangerous soil formed by the actual slope soil failure is fully simulated. The present invention realizes the simultaneous testing of the anchoring system of the dangerous soil and the anchoring system of the stable soil part, so as to achieve the goal of simulating the stress conditions of the actual anchoring system to the greatest extent. The guide rod, bearing plate and linkage plate designed in the present invention can make the dangerous soil uniformly stressed, so that the load generated by pulling the pull rod acts evenly on the dangerous soil and in the direction along the axial direction of the anchor rod. The present invention is simple to operate, easy to install, and causes little disturbance to the pit wall. It is suitable for the performance testing of actually installed and post-installed anchoring systems, and can also be applied to the testing of single anchor systems and group anchor systems, with a wide range of applications. The design of the system of the present invention takes into account the requirements of scientific research experiments and construction production, making the entire device simple to manufacture, low in cost, and convenient to maintain, which is conducive to large-scale promotion and use.

[0024] Furthermore, the front pressure plate and bearing plate designed in the present invention can provide dual restraint on hazardous soil and apply repeated bidirectional loads to it, simulating earthquake effects. This allows the device to test both the anchor system's response to static loads and its response to dynamic loads. Furthermore, the provision of a support pulley frame supports the linkage plate, preventing the force transmission rod from being compressed and deformed during the pull-out process due to the weight of the linkage plate. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] In order to more clearly illustrate the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without any creative work.

[0026] Figure 1 The three-dimensional structure of the supporting plate of the present invention is a rectangular plate Figure 1 ;

[0027] Figure 2 The three-dimensional structure of the present invention is a horseshoe-shaped plate. Figure 2 ;

[0028] Figure 3 This is a schematic diagram of the main structure of the rectangular plate of the present invention;

[0029] Figure 4 Schematic diagram of the top view of the rectangular plate of the present invention;

[0030] Figure 5 This is a schematic diagram of the main structure of the horseshoe-shaped plate of the present invention;

[0031] Figure 6 Schematic diagram of the top view of the horseshoe-shaped plate of the present invention;

[0032] Figure 7 This is a schematic diagram of the main structure of the positioning rod of the present invention;

[0033] Figure 8 Schematic diagram of the side structure of the positioning rod of the present invention;

[0034] Figure 9 Schematic diagram of the top view of the positioning rod of the present invention;

[0035] Figure 10 Schematic diagram of the structure of the dowel rod of the present invention;

[0036] Figure 11 It is a structural schematic diagram of the adapter connector of the present invention;

[0037] Figure 12 It is a structural schematic diagram of the extension rod of the present invention;

[0038] Figure 13 This is a schematic diagram of the main structure of the linkage plate of the present invention;

[0039] Figure 14 Schematic diagram of the side structure of the linkage plate of the present invention;

[0040] Figure 15 This is a schematic diagram of the combined structure of the ball joint and the pull rod of the present invention;

[0041] Figure 16 This is a schematic diagram of the main structure of the sliding support frame of the present invention;

[0042] Figure 17 It is a side structural schematic diagram of the sliding support frame of the present invention;

[0043] Figure 18 It is a structural schematic diagram of the locking rod of the present invention;

[0044] Figure 19 It is a schematic structural diagram of the track of the present invention;

[0045] Figure 20 A schematic diagram of the insertion process of the dowel rod and the bearing plate;

[0046] Figure 21 This is a schematic diagram of the connection between the dowel rod and the bearing plate;

[0047] Figure 22 This is a schematic diagram of the static load force of the present invention

[0048] Figure 23 This is a schematic diagram of the structure of the dowel rods arranged along the axial direction of the anchoring system of the present invention;

[0049] Figure 24 This is a schematic diagram of the state when the front pressure plate is set in the present invention;

[0050] Figure 25 Schematic diagram of the front pressure plate structure of the present invention;

[0051] Figure 26 It is a front view of the transverse locking beam of the present invention;

[0052] Figure 27 This is a schematic diagram of the state of the group anchor system when testing the present invention. DETAILED DESCRIPTION

[0053] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without creative work are within the scope of protection of the present invention.

[0054] like Figure 1 、 2 As shown, embodiment 1 is an in-situ testing device for the bearing characteristics of the anchoring system of an archaeological site profile, comprising a bearing plate 1 and a positioning rod 2. The bearing plate 1 and the positioning rod 2 are plug-in matched and can slide relative to each other. The bearing plate 1 and the positioning rod 2 are used to insert into the soil where the anchoring system is located to form a dislocation surface, thereby utilizing the dislocation surface to simulate the formation of dangerous soil and stable soil on the soil where the anchoring system is located. The bearing plate 1 is connected to the force transmission rod 3, and a quick-connect structure is provided between the bearing plate 1 and the force transmission rod 3. By providing the quick-connect structure, a quick connection between the force transmission rod 3 and the bearing plate 1 can be achieved after the bearing plate 1 is inserted into the soil. The force transmission rod 3 is connected to the linkage plate 4, wherein the number of the force transmission rods 3 is determined according to the actual size of the bearing plate 1 to meet the requirements of stable connection and uniform force application between the linkage plate 4 and the bearing plate 1. A pulling end 9 is provided on the linkage plate 4, and the pulling end 9 is used to connect to the puller.

[0055] When this embodiment is used, Figure 22 As shown, a unidirectional static load is applied to the pulling end 9 on the linkage plate 4 through a puller, so that the load is evenly distributed and applied to the force transmission rod 3 through the linkage plate 4 set outside the dangerous soil, and then applied to the bearing plate 1 through the force transmission rod 3, thereby achieving uniform application of the load, and thus using this device to test the response of the anchoring system under static load.

[0056] As a further specific embodiment, the device also includes a front pressure plate 7 that is detachably mounted on the force transmission rod 3 and is used to cooperate with the outer wall of the dangerous soil body, and the linkage plate 4 is mounted on the sliding support frame 5. According to the actual test design, the device can also be used to simulate earthquake effects. During the simulation, a puller is used to generate and apply a bidirectional reciprocating load to the pulling end 9. By providing the front pressure plate 7, a unidirectional load in one direction is transmitted to the front face of the dangerous soil body through the front pressure plate 7, and then to the entire dangerous soil body and the stable soil body. In addition, a unidirectional load in the other direction can be applied to the dangerous soil body from the inside through the bearing plate 1, simulating the impact of earthquake effects on the soil body, thereby testing the response of the anchoring system to dynamic loads.

[0057] Example 2, based on Example 1, Figure 3 、 4 As shown, the carrier plate 1 is provided with a positioning groove 103, the positioning rod 2 is provided with a positioning rod protrusion 204 that plugs into the positioning groove 103, and the positioning rod 2 is provided with a scale 202. In this embodiment, the carrier plates 1 are rectangular plates, and the carrier plates 1 are arranged in pairs and symmetrically on both sides of the anchoring system. Two positioning grooves 103 are left on the back of the carrier plates 1, which are respectively used to plug into the positioning rod protrusions 204 on the two positioning rods 2. The positioning rod protrusions 204 can slide in the positioning grooves 103, and the direction and depth of the carrier plates 1 are controlled by the positioning rods 2.

[0058] like Figure 7 、 8 As shown in Figures 9 and 9, the bottom of the positioning rod 2 is provided with a lower tip I 203 to facilitate insertion into the soil. Specifically, the positioning rod 2 includes a positioning rod pile body 201, on which a scale 202 is engraved. By observing the scale 202, the position and height of the positioning rod 2 when inserted into the soil can be accurately controlled. The positioning rod protrusion 204 is provided on the side wall of the positioning rod pile body 201, and a lengthening threaded hole 205 is left at the upper end of the positioning rod pile body 201. A stud is provided at the lower end of the positioning rod pile body 201. When the pit wall is higher and the anchoring system is lower, the number of positioning rod pile bodies 201 can be increased to increase the length of the entire positioning rod 2. When the number of positioning rod pile bodies 201 is increased, adjacent positioning rod pile bodies 201 are threadedly connected with the lengthening threaded hole 205 through the stud. The lower tip I 203 can be optionally integrally formed with the lowermost positioning rod pile body 201, or it can be optionally made in separate parts. The lower tip I 203 is a conical block with a threaded hole on it, which is threadedly connected to the stud at the lower end of the positioning rod pile body 201 through the threaded hole.

[0059] In addition, if Figure 10 、 12As shown in Figures 20 and 21, the quick-connect structure includes a locking hole 102 provided on the supporting plate 1, and the force transmission rod 3 includes a force transmission rod 302. The front end of the force transmission rod 302 is provided with an expansion head 301 that cooperates with the locking hole 102, and the locking hole 102 can accommodate the expansion head 301 to pass through. Specifically in this embodiment, the expansion head 301 is the same or similar in shape to the locking hole 102, and the volume of the expansion head 301 is slightly smaller than the aperture of the locking hole 102. The expansion head 301 is connected to the locking hole 102 on the supporting plate 1 by rotating the force transmission rod 302. Multiple force transmission rods 302 have the same length and are moderately spaced to avoid stress concentration. As a further specific embodiment, a baffle portion 309 is provided on the expansion head 301, and the axis of the baffle portion 309 is perpendicular to the axis of the force transmission rod 302, as shown in FIG. Figure 3 As shown, the locking hole 102 includes a circular hole portion 1021 that allows the expansion head 301 to pass through. The circular hole portion 1021 is symmetrically flanked by rectangular holes 1022 that allow the retaining rod portion 309 to pass through. In this embodiment, each supporting plate 1 has six locking holes 102, connecting each supporting plate 1 to a total of six force transmission rods 302. A lower tip II 104 is provided at the lower portion of the supporting plate 1 to facilitate insertion into the soil.

[0060] As a further specific embodiment, the force transmission rod 302 is connected to several sections of extension rods 306 in sequence through threads. As an optional solution, threaded holes are provided at the ends of the force transmission rod 302 and the ends of the extension rods 306, and studs are provided at the front ends of the extension rods 306. Adjacent force transmission rods 302 and extension rods 306, as well as adjacent extension rods 306, are connected by studs and threaded holes. As another optional solution, external threads 305 are provided at the ends of the force transmission rod 302 and both ends of the extension rods 306. Adjacent force transmission rods 302 and extension rods 306, as well as adjacent extension rods 306, are connected to adapter joints 304 with threaded holes at both ends through external threads 305. The structure of the adapter joint 304 is as follows: Figure 11 As shown, the purpose of lengthening is achieved and the length requirement is met, so that the outer end of the entire force transmission rod 3 can extend out of the soil after installation.

[0061] Example 3, based on Example 2, as a further specific implementation method, Figure 10 、 13 As shown in Figures 14 and 14, a locking disk 307 is fixed on the outermost extension rod 306, and corresponding through holes are opened on the linkage plate 4 and the front pressure plate 7 to accommodate the extension rod 306. A locking nut 3061 is provided on the extension rod 306 for locking the front pressure plate 7 to the outer wall of the dangerous soil body, and one side of the linkage plate 4 cooperates with the locking disk 307, and the other side is locked by a nut 3062.

[0062] Specifically, such as Figure 24 、 25As shown, the front pressure plate 7 includes a front pressure plate body 701. The front pressure plate 7 is provided with a front pressure plate opening 703 for the anchoring system to pass through and a front pressure plate connection hole 702 for the extension rod 306 to pass through. When it is necessary to simulate the action of an earthquake, the front pressure plate 7 needs to be installed on the extension rod 306. The extension rod 306 is provided with an external thread, which is connected to the locking nut 3061 through the external thread, so that the extension rod 306 passes through the front pressure plate connection hole 702, and the front pressure plate 7 is locked to the outer wall of the dangerous soil body through the locking nut 3061. The linkage plate 4 has the same number of force transmission rod connection holes 402 as the locking holes 102. The extension rod 306 is passed through the force transmission rod connection hole 402 and connected by the nut 3062.

[0063] As another optional embodiment, Figure 5 、 6 As shown, unlike the above-mentioned embodiment, the bearing plate 1 in this embodiment can be selected as a horseshoe-shaped plate 601, and a lower tip II 104 is provided at the lower edge of the horseshoe-shaped plate 601. A U-shaped groove 602 is provided on the horseshoe-shaped plate 601 to meet the requirements of the penetration of the anchoring system. The plate structure on both sides of the U-shaped groove 602 is similar to the overall structure of the rectangular plate-shaped bearing plate 1. When bearing loads, the integrity of the horseshoe plate 601 is better. When the horseshoe plate 601 is inserted into the soil, it needs to be inserted as a whole, and at the same time, it has a greater impact on the existing anchoring system. However, the rectangular plate-shaped bearing plate 1 adopts the form of loading the two bearing plates 1 on both sides of the anchoring system separately during layout, so it has little impact on the soil and the existing anchoring system when penetrating downward. In actual implementation, one of the forms can be selected according to the specific circumstances.

[0064] Example 4, based on Example 3, Figure 16 、 17 As shown in Figures 18 and 19, the sliding support frame 5 includes a frame body 501, which is hinged to the linkage plate 4 at the top. A stretching rod 503 is provided at the lower end of the frame body 501, and a pulley 504 is connected to the lower end of the stretching rod 503; the pulley 504 cooperates with a track 506 set on the ground.

[0065] Specifically, in this embodiment, the frame 501 is a frame structure that provides support and stability. A hinged seat 502 is provided at the top of the frame 501, and a linkage plate support 404 is provided at the bottom of the linkage plate 4. A through hole is provided between the linkage plate support 404 and the hinged seat 502, and the two are connected by a locking rod 505 extending through the through hole. A tension rod 503 is provided at the bottom of the frame 501. The tension rod 503 is a multi-section telescopic rod that can be extended and retracted to change length. A pulley 504 is provided at the bottom of the tension rod 503. The tension rod 503 controls the distance between the pulley 504 and the frame 501 to adjust the height of the frame 501. Furthermore, a track 506 is provided on the ground at the bottom of the pulley 504, and a number of extension rods 507 are provided at the bottom of the track 506. The extension rods 507 are also multi-section telescopic rods, which can change the support height and angle of the track by changing the telescopic length. The track 506 is arranged in conjunction with the extension rods 507, which can not only reduce the impact of the unevenness of the ground on the pulling process but also adapt to pulling movements at different angles.

[0066] Example 4, based on Example 3, further includes a transverse locking beam 8, which is used to be bolted to at least two linkage plates 4. The transverse locking beam 8 is provided with a pulling end 9. In this embodiment, the transverse locking beam 8 includes an H-shaped transverse locking beam plate 801. A plurality of transverse locking beam threaded holes 803 are correspondingly formed on the transverse locking beam plate 801 and the linkage plates 4. The two are connected by bolts provided through the transverse locking beam connection holes 803.

[0067] When it is necessary to test the performance of a group anchor system consisting of multiple anchor systems, such as Figure 27 As shown, in this embodiment, rectangular load plates 1 are used. Four load plates 1 are required for load application. These four load plates 1 are paired, corresponding to the two sides of the two anchor systems. Each pair of load plates 1 is connected to a linkage plate 4 via a force-transmitting rod 3. The two linkage plates 4 are bolted to the cross-locking beam 801. Finally, the load is applied and tested using a pulling end 9 provided on the cross-locking beam 801.

[0068] As a further specific embodiment, Figure 15 As shown, the pulling end 9 includes a ball joint 406 mounted on the cross-lock beam 8 or linkage plate 4. The movable end of the ball joint 406 is connected to the pull rod 405. Specifically, in this embodiment, the ball joint 406 includes a ball 409 and a groove 403. One end of the pull rod 405 is fixedly connected to the ball 409. The ball 409 and the groove 403 rotate to form the structural connection of the ball joint 406, allowing the pull rod 405 to rotate in multiple directions, thereby preventing bending or torque on the linkage plate 4 during the pulling process. The groove 403 is connected to the cross-lock beam 8 or linkage plate 4 via bolts.

[0069] As a further specific embodiment, the puller includes a hydraulic telescopic cylinder, the telescopic end of which is connected to the pull rod 405 and can drive the pull rod 405 to move axially. In this embodiment, the hydraulic telescopic cylinder is connected to a hydraulic pump via a pipeline, and the hydraulic pump is used to pump oil to the hydraulic telescopic cylinder to achieve drive. A reversing valve is provided on the pipeline to control the extension and retraction of the hydraulic telescopic cylinder. In actual use, the hydraulic telescopic cylinder is arranged axially along the force transmission rod 3, and a through hole perpendicular to the axis is opened on the pull rod 405. The through hole is hingedly connected to the telescopic end of the hydraulic telescopic cylinder by a pin shaft passing through the through hole. The hydraulic telescopic cylinder is fixed on a conventional bracket at the test site. The bracket is fixed to the ground to fix the position of the hydraulic telescopic cylinder. During the extension and retraction process of the hydraulic telescopic cylinder, the entire linkage plate 4 can be pulled to move through the pull rod 405, thereby driving the axial movement of the force transmission rod 3.

[0070] Example 5, a method for using an in-situ testing device for the bearing characteristics of an archaeological site profile anchoring system, comprising the following steps:

[0071] 1: Install the positioning rod 2 and the bearing plate 1: Press the positioning rod 2 into the soil where the anchor system is located in a direction perpendicular to the anchor system, plug the bearing plate 1 and the positioning rod 2 into connection, and use multiple small loads to slide the bearing plate 1 along the positioning rod 2 and press it into the soil until the middle of the bearing plate 1 corresponds to the anchor system, forming a dislocation surface perpendicular to the axial direction of the anchor system, so that the soil simulates the formation of dangerous soil and stable soil along the axial direction of the anchor system.

[0072] Specifically, align the pre-reserved positioning groove 103 on the bearing plate 1 with the positioning rod protrusion 204 and press it. During the pressing process, use a small load multiple times until the middle of the bearing plate 1 is aligned with the anchor system. To prevent sudden load changes that may cause soil failure, temporary reinforcement can be used on the free surface of the pit wall using conventional supports.

[0073] 2: Build the force transmission rod 3: dig a hole at the corresponding position on the dangerous soil, insert the force transmission rod 3, and connect and fix the force transmission rod 3 to the bearing plate 1 through the quick connection structure.

[0074] Specifically, a Luoyang shovel is used to dig a hole at the position corresponding to the lock hole 102 on the dangerous soil. According to the actual length of the anchoring system and the volume of the dangerous soil to be simulated on site, the force transfer rod 302 and the extension rod 306 are assembled and inserted into the hole, so that the expansion head 301 at the front end of the force transfer rod 302 of the force transfer rod 3 is inserted into the lock hole 102 and rotated and fixed, so that the force transfer rod 302 is connected to the bearing plate 1.

[0075] 3: Install the linkage plate 4 and the puller: Install the linkage plate 4 on the force transmission rod 3, connect the puller to the pulling end 9, and fix the position of the puller.

[0076] Specifically, the force transmission rod connection holes 402 on the linkage plate 4 are passed through all the extension rods 306, so that the linkage plate 4 fits against the locking plate 307, and finally, the nuts 3062 are tightened to secure the linkage plate 4 to the extension rods 306. Furthermore, the sliding support frame 5 and the linkage plate 4 are assembled, and the length of the stretching rod 503 is adjusted to bring the height of the frame 501 to the desired position. Then, the locking rod 505 is locked using a common nut, thereby locking the angle between the linkage plate 4 and the frame 501.

[0077] 4: Perform static load test: According to the preset load, simulate the static load and apply a constant load. Use the puller to load the linkage plate 4 through the pulling end 9 according to the preset load. Since the load direction of the ball joint 406 is always the same as the axial direction of the anchoring system, it is transmitted to the bearing plate 1 through the force transmission rod 3 and finally applied to the dangerous soil outside the bearing plate 1.

[0078] As a further optional embodiment, when performing step 1, as Figure 23 As shown, the angle can be tilted so that the force transmission rod 3 is perpendicular to the bearing plate 1. This installation method makes the overall force direction completely consistent with the axial direction of the anchoring system, and only the maximum axial pulling load of the anchoring system needs to be paid attention to. In addition, since the pulling direction is not perpendicular to the ground, the track 506 is changed to an inclined design so that the sliding support frame 5 is always in contact with the ground during the pulling process. As another optional embodiment, Figure 24 As shown, the force transmission rod 302 is arranged in the horizontal direction, and the track 506 is arranged in the horizontal direction. In this case, the pull-out load bearing capacity of the anchoring system in the horizontal direction can be tested.

[0079] Example 6. Based on Example 5, this method, in addition to the static load simulation loading test step, also includes a seismic load simulation test step: the front pressure plate 7 is installed on the force transmission rod 3, and the front pressure plate 7 is made to fit the outer wall of the dangerous soil body. The height and angle of the linkage plate 4 are adjusted and supported by the sliding support frame 5, so that the linkage plate 4 is perpendicular to the anchoring direction of the anchoring system. A puller is used to apply a reciprocating load to the pulling end 9 for pulling. The applied reciprocating load is applied to the dangerous soil and the stable soil through the front pressure plate 7 and the bearing plate 1 respectively in the form of a dynamic load.

[0080] Specifically, after the force transmission rod 3 is built, the extension rod 306 of the force transmission rod 3 is passed through the front pressure plate 7. The front pressure plate 7 is close to the outer wall of the dangerous soil body, and the front pressure plate 7 is connected to the extension rod 306 using a locking nut 3061, and is locked to the outer wall of the dangerous soil body. During the pulling process, due to the action of the front pressure plate and the bearing plate, the soil as a whole is subjected to the applied reciprocating load to achieve the purpose of simulating earthquake effects. In this case, the bearing characteristics of the anchoring system under dynamic load are simulated, so that the device can meet both static load pulling and dynamic load pulling loading.

[0081] Example 7, based on Example 6, Figure 27 As shown, two more bearing plates 1 are used on the basis of the original two bearing plates 1, and the four bearing plates 1 are pressed into the soil respectively, and are located on the left, middle and right sides of the two anchoring systems. The four bearing plates 1 use the same number and size of force transmission rods 3 to meet the requirement of uniform force. In order to ensure uniform transmission of pulling loads, a linkage plate 4 is added to the front end of the force transmission rod 3. The two linkage plates 4 are locked by the transverse locking beam 8, and are connected to the puller through the pull rod 405 on the transverse locking beam 8 for load loading. Through this operation, the synchronous performance test of multiple anchoring systems is carried out, which fully meets the bearing characteristic test of the anchoring system under the group anchor structure.

[0082] The in-situ testing device for the bearing characteristics of archaeological site profile anchoring systems proposed in this invention simulates the effects of unstable hazardous soil on the anchoring system during actual pit wall failure. The bearing plate 1 directly loads the soil, fully simulating the forces exerted on the anchoring system by actual slope failure. By applying forces to the simulated stable and hazardous soil within the soil, both the stable and hazardous ends of the anchoring system are tested, accurately testing the performance of the anchoring system. The force transmission rod 306, bearing plate 1, and linkage plate 4 ensure uniform force distribution within the hazardous soil, ensuring that the pull-out load is uniformly applied to the hazardous soil and axially along the anchoring system. The sliding support frame 5 prevents the force transmission rod 3 from being bent or even broken by the weight of the linkage plate 4 during the pull-out process. The present invention is simple to operate and easy to install, making it suitable for performance testing of both installed and post-installed anchoring systems. The present invention can be used for static load testing as well as for dynamic load simulation testing simulating earthquakes. The present invention can be used to test a single anchor system or a group anchor system composed of multiple anchor systems, thus having a wider range of applications. The design of the system of the present invention takes into account the requirements of scientific research and production, making the entire device simple to manufacture, low in cost, and easy to maintain, which is conducive to large-scale promotion and use.

[0083] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. An in-situ testing device for the bearing characteristics of an anchoring system in an archaeological site section, characterized by: The invention comprises a bearing plate (1) and a positioning rod (2), wherein the bearing plate (1) and the positioning rod (2) are plug-fitted and can slide relative to each other, and the bearing plate (1) and the positioning rod (2) are used to be inserted into the soil where the anchoring system is located to form a dislocation surface, and the dislocation surface is used to simulate the formation of dangerous soil and stable soil on the soil where the anchoring system is located; the bearing plate (1) is connected to the force transmission rod (3), and a quick connection structure is provided between the bearing plate (1) and the force transmission rod (3), and the force transmission rod (3) is connected to the linkage plate (4), and the linkage plate (4) is provided with a pulling end (9), and the pulling end (9) is used to be connected to a puller.

2. The in-situ testing device for the bearing characteristics of the anchoring system of an archaeological site section according to claim 1 is characterized in that: The force transmission rod (3) is detachably provided with a front pressure plate (7) for cooperating with the outer wall of the dangerous soil body, and the linkage plate (4) is arranged on the sliding support frame (5); the bearing plate (1) is a rectangular plate or a horseshoe-shaped plate (601).

3. The in-situ testing device for the bearing characteristics of the anchoring system of an archaeological site section according to claim 2 is characterized in that: The carrier plate (1) is provided with a positioning groove (103), the positioning rod (2) is provided with a positioning rod protrusion (204) that is plugged into and matched with the positioning groove (103), and the positioning rod (2) is provided with a scale (202).

4. The in-situ testing device for the bearing characteristics of an archaeological site section anchoring system according to claim 3, characterized in that: The quick-connect structure comprises a locking hole (102) provided on the bearing plate (1); the force transmission rod (3) comprises a force transmission rod (302); an expansion head (301) matching the locking hole (102) is provided at the end of the force transmission rod (302); and the locking hole (102) is capable of allowing the expansion head (301) to pass through.

5. The in-situ testing device for the bearing characteristics of the anchoring system of an archaeological site section according to claim 4 is characterized in that: The force transmission rod (302) and several sections of extension rods (306) are connected in sequence through threads, and a locking plate (307) is provided on the outermost extension rod (306). The front pressure plate (7) is provided with a front pressure plate opening (703) that allows the anchoring system to pass through.

6. The in-situ testing device for the bearing characteristics of the anchoring system of an archaeological site section according to claim 5, characterized in that: The linkage plate (4) and the front pressure plate (7) are provided with corresponding through holes for the extension rod (306) to pass through. The extension rod (306) is provided with a locking nut (3061) for locking the front pressure plate (7) to the outer wall of the dangerous soil body. One side of the linkage plate (4) cooperates with the locking disk (307), and the other side cooperates with the extension rod (306) through the nut (3062) to lock.

7. The in-situ testing device for the bearing characteristics of an archaeological site section anchoring system according to any one of claims 2 to 6, characterized in that: The sliding support frame (5) includes a frame body (501), the upper portion of the frame body (501) is hinged to the linkage plate (4), a stretching rod (503) is provided at the lower end of the frame body (501), and a pulley (504) is connected to the lower end of the stretching rod (503); the pulley (504) cooperates with a track (506) provided on the ground.

8. The in-situ testing device for the bearing characteristics of an archaeological site section anchoring system according to claim 7, characterized in that: The invention also includes a transverse locking beam (8), which is used to be bolted to at least two linkage plates (4), and a pulling end (9) is provided on the transverse locking beam (8); the pulling end (9) includes a ball joint (406) provided on the transverse locking beam (8) or the linkage plate (4), and the movable end of the ball joint (406) is connected to the pull rod (405); the puller includes a hydraulic telescopic cylinder, the telescopic end of the hydraulic telescopic cylinder is connected to the pull rod (405), and is used to drive the pull rod (405) to move axially.

9. A method for using the in-situ testing device for the bearing characteristics of an archaeological site section anchoring system according to any one of claims 1 to 8, characterized in that: The following steps are involved: Installing the positioning rod (2) and the bearing plate (1): Pressing the positioning rod (2) into the soil in a direction perpendicular to the axial direction of the anchoring system, plugging the bearing plate (1) and the positioning rod (2), and sliding the bearing plate (1) along the positioning rod (2) and pressing it into the soil by applying pressure with small loads multiple times until the middle of the bearing plate (1) corresponds to the anchoring system, forming a dislocation surface perpendicular to the axial direction of the anchoring system, so that the soil simulates the formation of dangerous soil and stable soil along the axial direction of the anchoring system; Building the force transmission rod (3): digging a hole at a corresponding position on the dangerous soil, inserting the force transmission rod (3), and connecting and fixing the force transmission rod (3) to the bearing plate (1) through a quick-connect structure; Install the linkage plate (4) and the puller: install the linkage plate (4) on the force transmission rod (3), connect the puller to the pulling end (9), and fix the position of the puller; Perform a static load test: Use a puller to load the linkage plate (4) with a force through the pulling end (9) according to a preset load, transmit the force to the bearing plate (1) through the force transmission rod (3), and finally apply the force to the dangerous soil outside the bearing plate (1).

10. The method for using the in-situ testing device for the bearing characteristics of the anchoring system of an archaeological site section according to claim 9, characterized in that: The method also includes the steps of performing an earthquake load simulation test: installing the front pressure plate (7) on the force transmission rod (3) and making the front pressure plate (7) fit the outer wall of the dangerous soil body; using the sliding support frame (5) to adjust and support the height and angle of the linkage plate (4) so that the linkage plate (4) is perpendicular to the anchoring direction of the anchoring system; using a puller to apply a reciprocating load to the pulling end (9) for pulling, and the applied reciprocating load is applied to the dangerous soil body and the stable soil body respectively through the front pressure plate (7) and the bearing plate (1).

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