In-situ testing device for bearing characteristics of archaeological site section anchoring system and use method of in-situ testing device

Abstract

The invention discloses an in-situ testing device for bearing characteristics of an archaeological site section anchoring system and a using method of the in-situ testing device, and relates to the technical field of earthen site pit wall anchoring tests. The problem that in the prior art, only the bearing characteristic between an anchoring system and a stabilizing body can be explored, and the bearing characteristic between a dangerous soil body and the anchoring system cannot be explored is solved. The device comprises a bearing plate and a positioning rod, the bearing plate and the positioning rod are matched in an inserted mode and can slide relatively, the bearing plate and the positioning rod are used for being inserted into a soil body where an anchoring system is located to form a dislocation face, and dangerous soil bodies and stable soil bodies are formed on the soil body where the anchoring system is located in a simulated mode through the dislocation face; the bearing plate is connected with the force transmission rod piece, a quick connection structure is arranged between the bearing plate and the force transmission rod piece in a matched mode, the force transmission rod piece is connected with the linkage plate, the linkage plate is provided with a traction end, and the traction end is used for being connected with a puller. The device fully simulates the stress effect of a dangerous soil body formed by actual soil body damage on the anchoring system.

Description

Technical Field

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

[0002] The protection and reinforcement of archaeological pit wall sites are important topics in cultural heritage protection. Due to factors such as natural weathering, rain erosion, and human activities, the sites often face structural problems such as collapse and cracks. To ensure the long-term preservation and display of the sites, the anchoring reinforcement technology has become an effective means to solve such problems due to its high efficiency and small interference to the sites. The basic principle of the anchoring reinforcement technology is to drill holes in the rock and soil mass of the site, insert anchor rods or cables, and form an anchoring system by means of grouting, etc., so as to tightly combine the anchor rods with the rock and soil mass, and connect the dangerous soil mass part facing the risk of collapse, cracks, etc. on the outer side of the soil body with the relatively stable soil mass part on the inner side, 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 the archaeological site protection project, the performance test of the pit wall anchoring system is a key link to ensure the safety of the support structure. The entire anchoring system includes two parts. One is the dangerous end of the dangerous soil mass in front of the dislocation surface, and the other is the stable end of the stable soil mass behind the dislocation surface. The main technical defects of the anchor pull-out test device commonly used in the industry at present are as follows: 1: The reaction frame structure of the traditional device is designed based on the "Technical Code for Rock and Soil Anchor Rods". Its loading mechanism only applies loads to the anchoring system in the stable soil mass, and it is impossible to explore the influence caused by the actual failure of the dangerous soil mass, that is, it is impossible to effectively test the anchoring end in the dangerous soil mass.

[0004] 2: The traditional device can only test the bearing characteristics of the anchoring system under static loads and cannot generate reciprocating loads, so it is impossible to obtain the influence of seismic action on the anchoring system and the overall pit wall during actual application.

[0005] For example, an anchoring system pull-out device, a pull-out detection device and a method disclosed in the Chinese invention patent with the publication number of CN110057699A take the pull-out device as the core mechanical part and are then matched with an integrated electronic control system. The pull-out test can be set as linear loading or non-linear loading according to the actual situation, and the loading speed and level can be accurately controlled, reducing the human error of the test results, and the obtained load-deformation curve is a more reliable test result.

[0006] However, this solution only discloses the conventional mechanical loading of the outer end of the anchoring system such as anchor bolts. What is tested is only the bearing characteristics of the outer end of the anchoring system in the dangerous soil mass, corresponding to the anchoring force performance between the stable end of the anchoring system and the stable soil mass. The stress state of the dangerous soil mass structure corresponding to the dangerous end of the actual anchoring system cannot be tested. Summary of the Invention

[0007] In view of the deficiencies in the above background art, the present invention proposes an in-situ testing device for the bearing characteristics of an archaeological site profile anchoring system and its usage method, which solves the problem in the prior art that only the bearing characteristics between the anchoring system and the stable soil mass can be explored, while the bearing characteristics between the dangerous soil mass and the anchoring system cannot be explored.

[0008] The technical solution of the present invention is realized as follows: An in-situ testing device for the bearing characteristics of an archaeological site profile anchoring system includes a bearing plate and a positioning rod. The bearing plate and the positioning rod are inserted and matched with each other and can slide relatively. The bearing plate and the positioning rod are used to be inserted into the soil mass where the anchoring system is located to form a shear plane, and a dangerous soil mass and a stable soil mass are simulated on the soil mass where the anchoring system is located by using the shear plane; the bearing plate is connected to a force transfer member, and a quick connection structure is provided between the bearing plate and the force transfer member. The force transfer member is connected to a linkage plate, and a pulling end is provided on the linkage plate, and the pulling end is used to be connected to a puller.

[0009] Preferably, a front pressure plate for cooperating with the outer wall of the dangerous soil mass is detachably provided on the force transfer member, and the linkage plate is arranged on a sliding support frame; the bearing plate is a rectangular plate or a horseshoe-shaped plate.

[0010] Preferably, a positioning groove is provided on the bearing plate, a positioning rod convex block inserted and matched with the positioning groove is provided on the positioning rod, and a scale is provided on the positioning rod.

[0011] Preferably, the quick connection structure includes a lock hole opened on the bearing plate. The force transfer member includes a force transfer rod, and an enlarged head matched with the lock hole is provided at the end of the force transfer rod, and the lock hole can allow the enlarged head to pass through.

[0012] Preferably, the force transfer rod is sequentially threadedly connected with a plurality of extension rods, a lock plate is provided on the outermost extension rod, and a front pressure plate opening for the anchoring system to pass through is provided on the front pressure plate.

[0013] Preferably, through holes for the extension rods to pass through are correspondingly opened on the linkage plate and the front pressure plate, and a locking nut for locking the front pressure plate on the outer wall of the dangerous soil mass is provided on the extension rod. One side of the linkage plate is matched with the lock plate, and the other side is locked in cooperation with the extension rod through a nut.

[0014] 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 arranged on the ground.

[0015] 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 arranged 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.

[0016] 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: 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.

[0017] 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-connect structures.

[0018] 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.

[0019] Conduct static load test: Use a puller to load the linkage plate with force through the pulling end according to the preset load, transfer it to the bearing plate through the force transmission rod, and finally apply it to the dangerous soil outside the bearing plate.

[0020] 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 a 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 body and the stable soil body through the front pressure plate and the load-bearing plate respectively.

[0021] 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 structural problems actually exist. By using the method of loading the dangerous soil, the actual situation of the mechanical interaction of the entire anchoring system structure caused by the unstable movement of the dangerous soil formed by the actual slope soil destruction 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 condition 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 evenly stressed, so that the load generated by pulling the pull rod acts evenly on the dangerous soil and the direction is along the axial direction of the anchor rod. The present invention is simple to operate and easy to install, and has little disturbance to the pit wall. It is suitable for the performance test of the actual 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, so that the whole device is simple to manufacture, low in cost, and convenient to maintain, which is conducive to large-scale promotion and use.

[0022] Furthermore, the front pressure plate and the bearing plate designed in the present invention can double-restrict the dangerous soil and apply repeated bidirectional loads to it to simulate earthquake effects, so that the device can test the response of the anchor system under static loads and the response of the anchor system to dynamic loads. Furthermore, by setting a supporting pulley frame, the linkage plate can be supported, so that the linkage plate can avoid the phenomenon of deformation of the force transmission rod due to the gravity of the linkage plate acting on the force transmission rod during the pulling process. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the embodiments of the present invention, the accompanying drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings in the following description are only some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying any creative work.

[0024] Figure 1 The three-dimensional structure of the carrier plate of the present invention is a rectangular plate Figure 1 ; Figure 2 The three-dimensional structure of the present invention is a horseshoe-shaped plate. Figure 2 ; Figure 3 It is a schematic diagram of the main structure of the rectangular plate of the present invention; Figure 4 It is a schematic diagram of the top view of the rectangular plate of the present invention; Figure 5 It is a schematic diagram of the main structure of the horseshoe-shaped plate of the present invention; Figure 6 It is a top view structural schematic diagram of the horseshoe-shaped plate of the present invention; Figure 7 It is a front view structural schematic diagram of the positioning rod of the present invention; Figure 8 It is a side view structural schematic diagram of the positioning rod of the present invention; Figure 9 It is a top view structural schematic diagram of the positioning rod of the present invention; Figure 10 It is a structural schematic diagram of the force transmission rod of the present invention; Figure 11 It is a structural schematic diagram of the adapter joint of the present invention; Figure 12 It is a structural schematic diagram of the extension rod of the present invention; Figure 13 It is a front view structural schematic diagram of the linkage plate of the present invention; Figure 14 It is a side view structural schematic diagram of the linkage plate of the present invention; Figure 15 It is a combined structural schematic diagram of the ball hinge and the pull rod of the present invention; Figure 16 It is a front view structural schematic diagram of the sliding support frame of the present invention; Figure 17 It is a side view structural schematic diagram of the sliding support frame of the present invention; Figure 18 It is a structural schematic diagram of the locking rod of the present invention; Figure 19 It is a structural schematic diagram of the track of the present invention; Figure 20 It is a schematic diagram of the insertion process of the force transmission rod and the bearing plate of the invention; Figure 21 It is a schematic diagram of the connection state of the force transmission rod and the bearing plate of the invention; Figure 22 It is a schematic diagram of the static load force of the present invention Figure 23 It is a structural schematic diagram of the axial layout of the force transmission rod along the anchoring system of the present invention; Figure 24 It is a state schematic diagram when the front pressure plate is set in the present invention; Figure 25 It is a structural schematic diagram of the front pressure plate of the present invention; Figure 26 It is a front view of the transverse locking beam of the present invention; Figure 27 It is a state schematic diagram when testing the group anchor system of the present invention. Specific embodiments

[0025] The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the protection scope of the present invention.

[0026] As Figure 1 、 2 shown, in Embodiment 1, an in-situ test device for the bearing characteristics of an archaeological site profile anchoring system includes a bearing plate 1 and a positioning rod 2. The bearing plate 1 and the positioning rod 2 are inserted and matched with each other and can slide relative to each other. 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 shear plane, so as to simulate the formation of dangerous soil and stable soil on the soil where the anchoring system is located by using the shear plane. The bearing plate 1 is connected to a force transmission member 3, and a quick connection structure is provided between the bearing plate 1 and the force transmission member 3. By setting the quick connection structure, the quick connection between the force transmission member 3 and the bearing plate 1 can be realized after the bearing plate 1 is inserted into the soil. The force transmission member 3 is connected to a linkage plate 4. Among them, the number of the force transmission members 3 is determined according to the actual size of the bearing plate 1 to ensure the 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 be connected to a puller.

[0027] When this embodiment is in use, as Figure 22 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 to the force transmission member 3 through the linkage plate 4 arranged outside the dangerous soil and is applied to the bearing plate 1 through the force transmission member 3, realizing the uniform application of the load, and thus using this device to test the response of the anchoring system under the action of static load.

[0028] As a further specific implementation manner, the device further includes a front pressure plate 7 detachably arranged on the force transmission member 3 and used to cooperate with the outer wall of the dangerous soil, and the linkage plate 4 is arranged on a sliding support frame 5. According to the actual test design, this device can also be used to simulate the earthquake action. During the simulation, a bidirectional reciprocating load is generated by the puller and applied to the pulling end 9. By setting the front pressure plate 7, one-way load in one direction is transmitted to the front of the dangerous soil through the front pressure plate 7 and then transmitted to the whole dangerous soil and stable soil, and the one-way load in the other direction can be applied to the dangerous soil from the inside through the bearing plate 1 to simulate the influence of the earthquake action on the soil, so as to test the response of the anchoring system to dynamic load.

[0029] Embodiment 2, on the basis of Embodiment 1, as Figure 3 、 4As shown in the figure, a positioning groove 103 is provided on the bearing plate 1, a positioning rod protrusion 204 that is inserted and matched with the positioning groove 103 is provided on the positioning rod 2, and a scale 202 is provided on the positioning rod 2. In this embodiment, the bearing plate 1 is a rectangular plate, the bearing plates 1 are arranged in pairs, and are symmetrically arranged on both sides of the anchoring system. Two positioning grooves 103 are left on the back of the bearing plate 1, which are respectively used for inserting and matching with the positioning rod protrusions 204 on the two positioning rods 2. The positioning rod protrusion 204 can slide in the positioning groove 103, and the direction and depth of the bearing plate 1 are controlled by the positioning rod 2.

[0030] As Figure 7 , 8 , 9 shown, a lower tip Ⅰ 203 is provided at the bottom of the positioning rod 2, which is convenient for inserting into the soil body. Specifically, the positioning rod 2 includes a positioning rod pile body 201, a scale 202 is engraved on the positioning rod pile body 201, and the position and height of the positioning rod 2 when inserted into the soil body are accurately controlled by observing the scale of the scale 202. The positioning rod protrusion 204 is provided on the side wall of the positioning rod pile body 201, a threaded hole 205 for lengthening is left at the upper end of the positioning rod pile body 201, and a stud is provided at the lower end of the positioning rod pile body 201. When the position of the pit wall is relatively high and the position of the anchoring system is relatively low, the number of positioning rod pile bodies 201 can be increased to increase the length of the entire positioning rod 2. When increasing the number of positioning rod pile bodies 201, adjacent positioning rod pile bodies 201 are threadedly connected through the stud and the threaded hole 205 for lengthening. The lower tip Ⅰ 203 can be integrally formed with the lowermost positioning rod pile body 201 or can be made separately. The lower tip Ⅰ 203 is a conical block, and a threaded hole is provided on the conical block, and is threadedly connected to the stud at the lower end of the positioning rod pile body 201 through the threaded hole.

[0031] In addition, as Figure 10 , 12 , 20, 21 shown, the quick connection structure includes a lock hole 102 opened on the bearing plate 1. The force transmission member 3 includes a force transmission rod 302, and an expansion head 301 that is matched with the lock hole 102 is provided at the front end of the force transmission rod 302, and the lock hole 102 can allow the expansion head 301 to pass through. Specifically in this embodiment, the expansion head 301 and the lock hole 102 have the same or similar shapes, and the volume of the expansion head 301 is slightly smaller than the aperture of the lock hole 102. The expansion head 301 and the lock hole 102 on the bearing plate 1 are connected by rotating the force transmission rod 302. The lengths of multiple force transmission rods 302 are the same and the distances are appropriate to avoid stress concentration. As a further specific implementation manner, a stop rod portion 309 is provided on the expansion head 301, and the axis of the stop rod portion 309 is perpendicular to the axis of the force transmission rod 302. As Figure 3As shown in the figure, the keyhole 102 includes a circular hole portion 1021 that allows the expansion head 301 to pass through. On both sides of the circular hole portion 1021, rectangular hole portions 1022 are symmetrically provided, and the rectangular hole portions 1022 allow the blocking rod portion 309 to pass through. In this embodiment, six keyholes 102 are provided on each bearing plate 1, and each bearing plate 1 is connected to a total of six force transfer rods 302. A lower tip II 104 is provided at the lower part of the bearing plate 1 to facilitate the insertion of the bearing plate 1 into the soil mass.

[0032] As a further specific implementation manner, the force transfer rod 302 and several extension rods 306 are sequentially connected by threads. As an alternative solution, threaded holes are provided at the ends of the force transfer rod 302 and the extension rods 306, and studs are provided at the front ends of the extension rods 306. The connection between adjacent force transfer rods 302 and extension rods 306, as well as between adjacent extension rods 306, is achieved by the cooperation of the stud and the threaded hole. As another alternative solution, external threads 305 are provided at the ends of the force transfer rod 302 and both ends of the extension rods 306. The connection between adjacent force transfer rods 302 and extension rods 306, as well as between adjacent extension rods 306, is achieved by connecting the external threads 305 to an adapter joint 304 with threaded holes at both ends. The structure of the adapter joint 304 is as Figure 11 shown, so as to achieve the purpose of lengthening, meet the length requirements, and enable the outer end of the entire force transfer member 3 to extend out of the soil mass after installation.

[0033] Embodiment 3, on the basis of Embodiment 2, as a further specific implementation manner, as shown in Figure 10 、 13 、14, a lock disk 307 is fixedly provided on the outermost extension rod 306. Through holes for the extension rod 306 to pass through are correspondingly provided on the linkage plate 4 and the front pressing plate 7. A locking nut 3061 for locking the front pressing plate 7 to the outer wall of the dangerous soil mass is provided on the extension rod 306, and one side of the linkage plate 4 cooperates with the lock disk 307 and the other side is locked by a nut 3062.

[0034] Specifically, as shown in Figure 24 、 25 , the front pressing plate 7 includes a front pressing plate body 701. A front pressing plate opening 703 for the anchoring system to pass through and a front pressing plate connection hole 702 for the extension rod 306 to pass through are provided on the front pressing plate 7. When it is necessary to simulate the earthquake action, the front pressing plate 7 needs to be installed on the extension rod 306. The extension rod 306 is provided with external threads and is connected to the locking nut 3061 through the external threads, so that the extension rod 306 passes through the front pressing plate connection hole 702, and the front pressing plate 7 is locked to the outer wall of the dangerous soil mass by the locking nut 3061. The linkage plate 4 has force transfer rod connection holes 402 with the same number as the keyholes 102, and the extension rod 306 passes through the force transfer rod connection holes 402 and is connected by a nut 3062.

[0035] As another alternative implementation manner, as shown in Figure 5 、6 As shown, different from the above embodiments, in this embodiment, the bearing plate 1 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 for the anchoring system to penetrate is provided on the horseshoe-shaped plate 601. The plate structures on both sides of the U-shaped groove 602 are similar to the overall structure of the rectangular plate-shaped bearing plate 1, and the integrity of the horseshoe-shaped plate 601 is better when bearing loads. When the horseshoe-shaped plate 601 is inserted into the soil, it needs to be inserted as a whole, which has a greater impact on the existing anchoring system at the same time. However, the rectangular plate-shaped bearing plate 1 has a small impact on the soil and the existing anchoring system when being driven downward because the two bearing plates 1 on both sides of the anchoring system are loaded separately during installation. In actual implementation, one of the forms can be selected according to specific circumstances.

[0036] Example 4, on the basis of Example 3, as Figure 16 、 17 、18, and 19 show, the sliding support frame 5 includes a frame body 501. The upper part of the frame body 501 is hinged to the linkage plate 4. A tension 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 tension rod 503; the pulley 504 cooperates with a track 506 provided on the ground.

[0037] Specifically in this embodiment, the frame body 501 is a frame structure, which plays a role in supporting and stabilizing. An articulated seat 502 is provided on the upper part of the frame body 501, and a linkage plate support 404 is provided at the lower end of the linkage plate 4. Through holes are correspondingly provided between the linkage plate support 404 and the articulated seat 502, and the two are connected by a locking rod 505 penetrating through the through holes. A tension rod 503 is provided at the lower part of the frame body 501. The tension rod 503 is a multi-section telescopic rod that can change its length by telescoping. A pulley 504 is provided at the lower end of the tension rod 503. The tension rod 503 controls the distance between the pulley 504 and the frame body 501 to adjust the height of the frame body 501. Further, 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 that can change the support height and angle of the track by changing the telescopic length. The cooperation of the track 506 and the extension rods 507 not only reduces the influence of ground unevenness on the pulling process but also adapts to the pulling movement at different angles.

[0038] Example 4, on the basis of Example 3, further includes a transverse locking beam 8. The transverse locking beam 8 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. In this embodiment, the transverse locking beam 8 includes a transverse locking beam plate body 801 in an H shape. A number of transverse locking beam threaded holes 803 are correspondingly provided on the transverse locking beam plate body 801 and the linkage plate 4, and the two are connected by bolts penetrating through the transverse locking beam connection holes 803.

[0039] When it is necessary to test the performance of a group anchor system composed of multiple anchor systems, such as Figure 27 shown, in this embodiment, a load-bearing plate 1 in the shape of a rectangular plate is adopted. A total of four load-bearing plates 1 are required to apply loads. The four load-bearing plates 1 are paired in pairs and correspond to the two sides of the two anchor systems respectively. Every two load-bearing plates 1 are connected to a linkage plate 4 through a force-transmitting rod 3, and the two linkage plates 4 are bolted to the cross-lock beam plate body 801. Finally, the pulling end 9 provided on the cross-lock beam plate body 801 is used for load application and testing.

[0040] As a further specific implementation manner, as Figure 15 shown, the pulling end 9 includes a ball joint 406 provided on the cross-lock beam 8 or the linkage plate 4. The movable end of the ball joint 406 is connected to a pull rod 405. Specifically, in this embodiment, the ball joint 406 includes a ball joint sphere 409 and a ball joint groove 403. One end of the pull rod 405 is fixedly connected to the ball joint sphere 409, and the ball joint sphere 409 is rotationally matched with the ball joint groove 403 to realize the structural connection of the ball joint 406, so that the pull rod 405 can rotate in multiple directions, avoiding generating bending moment or torque on the linkage plate 4 during the pulling process. The ball joint groove 403 is bolted to the cross-lock beam 8 or the linkage plate 4.

[0041] As a further specific implementation manner, the puller includes a hydraulic telescopic cylinder. The telescopic end of the hydraulic telescopic cylinder 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 through a pipeline. The hydraulic pump is used to pump oil to the hydraulic telescopic cylinder to realize the drive, and a reversing valve is provided on the pipeline, so that the extension and retraction of the hydraulic telescopic cylinder can be controlled. During actual use, the hydraulic telescopic cylinder is arranged axially along the force-transmitting rod 3. A through hole perpendicular to the axis is opened on the pull rod 405, and the telescopic end of the hydraulic telescopic cylinder is hinged to the pull rod 405 through a pin shaft inserted through the through hole. The hydraulic telescopic cylinder is fixedly arranged on a conventional bracket at the test site, and the bracket is fixed to the ground to fix the position of the hydraulic telescopic cylinder. During the telescopic process of the hydraulic telescopic cylinder, the entire linkage plate 4 can be pulled to move through the pull rod 405, thereby driving the force-transmitting rod 3 to move axially.

[0042] Embodiment 5, a method for using an in-situ test device for the bearing characteristics of an archaeological site profile anchor system, includes the following steps: 1: Install the positioning rod 2 and the load-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, insert the load-bearing plate 1 into connection with the positioning rod 2, and use the method of applying multiple small loads to slide the load-bearing plate 1 along the positioning rod 2 and press it into the soil until the middle of the load-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 is simulated to form a dangerous soil mass and a stable soil mass along the axial direction of the anchor system.

[0043] Specifically: Align the pre - reserved positioning groove 103 on the bearing plate 1 with the positioning rod bump 204 and press - pierce it. During the press - piercing process, use a small load multiple times until the middle of the bearing plate 1 corresponds to the anchoring system. In order to avoid soil damage caused by sudden loads, the free surface of the pit wall can also be temporarily reinforced by using the method of conventional support.

[0044] 2: Build the force - transfer member. 3: Dig a hole at the corresponding position on the dangerous soil mass, insert the force - transfer member 3, and connect and fix the force - transfer member 3 to the bearing plate 1 through a quick - connection structure.

[0045] Specifically, use a Luoyang shovel to dig a hole at the position corresponding to the locking hole 102 on the dangerous soil mass. According to the actual length of the anchoring system and the volume of the dangerous soil mass to be simulated on - site, assemble the force - transfer rod 302 and the extension rod 306, and insert them into the hole. Make the expansion head 301 at the front end of the force - transfer rod 302 of the force - transfer member 3 insert into the locking hole 102 and rotate to fix it, so that the force - transfer rod 302 is connected to the bearing plate 1.

[0046] 3: Install the linkage plate 4 and the pull - out device: Install the linkage plate 4 on the force - transfer member 3, connect the pull - out device to the pulling end 9, and fix the position of the pull - out device.

[0047] Specifically, pass the force - transfer rod connection hole 402 on the linkage plate 4 through all the extension rods 306, make the linkage plate 4 fit the lock plate 307, and finally use the nut 3062 to tighten and connect and fix the linkage plate 4 and the extension rod 306. In addition, assemble the sliding support frame 5 and the linkage plate 4, adjust the length of the tension rod 503 so that the height of the frame body 501 reaches the required position, and then use an ordinary nut to lock the locking rod 505, thereby locking the angle between the linkage plate 4 and the frame body 501.

[0048] 4: Conduct a static load test: According to the preset load, simulate a static load to apply a constant load. Use the pull - out device to apply a force to the linkage plate 4 through the pulling end 9 according to the preset load. Due to the action of the spherical hinge 406, the load direction is always the same as the axial direction of the anchoring system, and it is transmitted to the bearing plate 1 through the force - transfer member 3, and finally applied to the dangerous soil mass outside the bearing plate 1.

[0049] As a further optional implementation method, when performing step 1, as Figure 23 shown, the angle can be inclined so that the force - transfer member 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 pull - out load of the anchoring system needs to be concerned about. In addition, since the pulling direction is not perpendicular to the ground, the track 506 is designed to be inclined so that the sliding support frame 5 is always in contact with the ground during the pulling process. As another optional implementation method, as Figure 24As shown, the load transfer bar 302 is arranged horizontally, and the track 506 is arranged horizontally. At this time, the pull-out load bearing capacity of the anchoring system in the horizontal direction can be tested.

[0050] Embodiment 6: On the basis of Embodiment 5, in addition to the static load simulation loading test step, this method further includes a seismic load simulation test step: Install the front pressure plate 7 on the load transfer member 3 and make the front pressure plate 7 fit against the outer wall of the dangerous soil mass. Use 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. Use a puller to apply a reciprocating load to the pulling end 9 for pulling. The applied reciprocating load is applied to the dangerous soil mass and the stable soil mass through the front pressure plate 7 and the bearing plate 1 in the form of a dynamic load.

[0051] Specifically, after the load transfer member 3 is built, the extension rods 306 of the load transfer member 3 all pass through the front pressure plate 7. The front pressure plate 7 is closely attached to the outer wall of the dangerous soil mass. Use the locking nut 3061 to connect the front pressure plate 7 to the extension rod 306 and lock it on the outer wall of the dangerous soil mass. During the pulling process, due to the action of the front pressure plate and the bearing plate, the soil mass as a whole is subjected to the applied reciprocating load to achieve the purpose of simulating the seismic effect. In this case, the bearing characteristics of the anchoring system under dynamic loads are simulated, so that this device can meet both the static load pull-out and the dynamic load pull-out loading.

[0052] Embodiment 7: On the basis of Embodiment 6, as Figure 27 shown, on the basis of the original two bearing plates 1, use two more bearing plates 1. The four bearing plates 1 are respectively pressed into the soil mass, and the positions are on the left, middle and right of the two anchoring systems. The four bearing plates 1 use the same number and size of load transfer members 3 to meet the requirement of uniform force. In order to ensure uniform transfer of the pull-out load, a linkage plate 4 is added at the front end of the load transfer member 3. The two linkage plates 4 are locked by a cross-lock beam 8 and connected to the puller through a pull rod 405 on the cross-lock beam 8 for load loading. Through this operation, the synchronous performance test of multiple anchoring systems is carried out, fully meeting the test of the bearing characteristics of the anchoring system under the group anchor structure.

[0053] The in-situ test device for the bearing characteristics of the archaeological site profile anchoring system proposed by the present invention, in order to simulate the principle that when the actual pit wall fails, the dangerous soil mass instability acts on the anchoring system. The bearing plate 1 directly loads the soil mass, fully simulating the force on the anchoring system caused by the failure of the actual slope soil mass. By applying forces to the stable soil mass and the dangerous soil mass formed in the soil mass, the stable end and the dangerous end of the anchoring system are tested to achieve the goal of accurately testing the performance of the anchoring system. The force transfer rod 306, the bearing plate 1 and the linkage plate 4 can make the dangerous soil mass evenly stressed, so that the load generated by the pulling is evenly applied to the dangerous soil mass and the direction is along the axial direction of the anchoring system. The sliding support frame 5 prevents the phenomenon that the force transfer rod 3 is bent or even broken due to the gravity of the linkage plate 4 during the pulling process. The present invention is simple to operate and convenient to install, and is suitable for the performance test of the actually installed and post-installed anchoring systems. The present invention can be used for the test of static load and also for the simulation test of dynamic load simulating earthquake. The present invention can be used for the test of a single anchoring system or for the test of a group anchor system composed of multiple anchoring systems, with a wider scope of adaptation. The design of the system of the present invention takes into account the requirements of scientific research experiments and construction production, making the whole set of devices simple to manufacture, low in cost, convenient for maintenance and conducive to large-scale popularization and use.

[0054] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. An in-situ test device for the bearing characteristics of an archaeological site profile anchoring system, characterized in that: It includes a bearing plate (1) and a positioning rod (2). The bearing plate (1) and the positioning rod (2) are inserted and matched with each other and can slide relatively. 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 shear plane, and a dangerous soil mass and a stable soil mass are simulated on the soil where the anchoring system is located by using the shear plane; the bearing plate (1) is connected to a force transfer member (3), and a quick connection structure is provided in cooperation between the bearing plate (1) and the force transfer member (3). The force transfer member (3) is connected to a linkage plate (4), and a pulling end (9) is provided on the linkage plate (4), and the pulling end (9) is used to be connected to a puller.

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

3. The in-situ test device for the bearing characteristics of the archaeological site profile anchoring system according to claim 2, characterized in that: A positioning groove (103) is provided on the bearing plate (1), a positioning rod convex block (204) inserted and matched with the positioning groove (103) is provided on the positioning rod (2), and a scale (202) is provided on the positioning rod (2).

4. The in-situ test device for the bearing characteristics of the archaeological site profile anchoring system according to claim 3, characterized in that: The quick connection structure includes a lock hole (102) opened on the bearing plate (1). The force transfer member (3) includes a force transfer rod (302), and an expansion head (301) matched with the lock hole (102) is provided at the end of the force transfer rod (302), and the lock hole (102) can allow the expansion head (301) to pass through.

5. The in-situ test device for the bearing characteristics of the archaeological site profile anchoring system according to claim 4, characterized in that: The force transfer rod (302) is sequentially threadedly connected with a plurality of extension rods (306). A lock disc (307) is provided on the outermost extension rod (306), and a front pressing plate opening (703) for allowing the anchoring system to pass through is provided on the front pressing plate (7).

6. The in-situ test device for the bearing characteristics of the archaeological site profile anchoring system according to claim 5, characterized in that: Through holes for allowing the extension rod (306) to pass through are correspondingly opened on the linkage plate (4) and the front pressing plate (7). A locking nut (3061) for locking the front pressing plate (7) on the outer wall of the dangerous soil mass is provided on the extension rod (306). One side of the linkage plate (4) is matched with the lock disc (307), and the other side is locked in cooperation with the extension rod (306) through a nut (3062).

7. The in-situ test device for the bearing characteristics of the archaeological site profile 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 part 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) is matched with a track (506) arranged on the ground.

8. The in-situ test device for the bearing characteristics of the archaeological site profile anchoring system according to claim 7, characterized in that: It also includes a transverse locking beam (8). The transverse locking beam (8) 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 a pull rod (405); the puller includes a hydraulic telescopic cylinder, and 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 axially move.

9. A method for using an in-situ test device for the bearing characteristics of an archaeological site profile anchoring system as described in any one of claims 1 to 8, characterized in that, It includes the following steps: Install the positioning rod (2) and the bearing plate (1): Press the positioning rod (2) into the soil in a direction perpendicular to the axial direction of the anchoring system, insert and connect the bearing plate (1) with the positioning rod (2), and use the method of applying 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 anchoring system, forming a shear plane perpendicular to the axial direction of the anchoring system, so that the soil is simulated to form dangerous soil and stable soil along the axial direction of the anchoring system; Build the force transmission member (3): Dig holes at the corresponding positions on the dangerous soil, insert the force transmission member (3), and connect and fix the force transmission member (3) with the bearing plate (1) through a quick connection structure; Install the linkage plate (4) and the puller: Install the linkage plate (4) on the force transmission member (3), connect the puller with the pulling end (9), and fix the position of the puller; Conduct a static load test: Use the puller to apply a force to the linkage plate (4) through the pulling end (9) according to a preset load, transfer it to the bearing plate (1) through the force transmission member (3), and finally apply it to the dangerous soil outside the bearing plate (1).

10. The method for using the in-situ test device for the bearing characteristics of the archaeological site profile anchoring system according to claim 9, characterized in that, It also includes the steps of conducting a seismic load simulation test: Install the front pressure plate (7) on the force transmission member (3) and make the front pressure plate (7) fit on the outer wall of the dangerous soil; Use 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; Use the puller to apply a reciprocating load to the pulling end (9) for pulling, and 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.

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