CN112924291B - Model test device and test method for tunnel-type anchorage under tunnel - Google Patents
Model test device and test method for tunnel-type anchorage under tunnel Download PDFInfo
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- CN112924291B CN112924291B CN202110168087.3A CN202110168087A CN112924291B CN 112924291 B CN112924291 B CN 112924291B CN 202110168087 A CN202110168087 A CN 202110168087A CN 112924291 B CN112924291 B CN 112924291B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
- G01D21/00—Measuring or testing not otherwise provided for
- G01D21/02—Measuring two or more variables by means not covered by a single other subclass
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
Abstract
The invention discloses a model test device and a test method of a tunnel-type anchorage under a tunnel, wherein the test device comprises: the anchor plug body model, the tunnel model, the loading system, the main cable steel strand, the model box and the monitoring system, the similar material of surrounding rock forms the surrounding rock mass in the model box intussuseption, the anchor plug body model with the tunnel model is buried underground respectively both ends about the surrounding rock mass, the loading system sets up model box one side, the main cable steel strand wires are connected the anchor plug body model with the loading system, anchor plug body model, tunnel model, main cable steel strand wires, surrounding rock mass all with the monitoring system is connected, and the model test method is accomplished through this testing arrangement. According to the invention, the states of the main cable steel strand, the anchor plug body model and the tunnel model are monitored by the monitoring system, and data support is provided for analyzing the influence of the underpass tunnel excavation on the upper anchor plug body model.
Description
Technical Field
The invention relates to the technical field of anchor plug body model tests, in particular to a model test device and a test method of a tunnel-underpass tunnel type anchor.
Background
The tunnel type anchorage (tunnel anchor for short) is used for anchoring a steel cable of a suspension bridge, is an extremely important anchoring form in a suspension bridge anchoring system, and is particularly suitable for high and steep rock slopes in southwest mountainous areas of China. The tunnel excavation has great influence on the strength of the tunnel anchorage rock mass and the reliability of the tunnel anchorage, but because the tunnel type anchorage is huge in size, the tunnel type anchorage rock mass can only be researched by adopting a reduced scale test method, wherein an indoor reduced scale model test is one of important means for researching the tunnel type anchorage. During testing, the anchor plug body model and the tunnel model are respectively embedded into the upper end and the lower end of the surrounding rock model, main cable steel stranded wires are led out from the anchor plug body model, the main cable steel stranded wires are loaded, the tunnel is gradually excavated until the whole line of the tunnel is communicated, and the influence of the excavation of the underpass tunnel on the upper anchor plug body model is monitored. How to stabilize the loading on main push-towing rope steel strand wires, the state of monitoring main push-towing rope steel strand wires, anchor plug body model, tunnel model and surrounding rock mass is the problem that this field awaits a urgent need to solve.
Disclosure of Invention
The invention aims to provide a model test device and a test method of a tunnel underpass tunnel type anchorage.
In order to achieve the above object, the present invention provides a model test apparatus for a tunnel-underpass tunnel type anchorage, comprising: anchor plug body model, tunnel model, loading system, main cable steel strand wires, mold box and monitoring system, the similar material of surrounding rock forms the surrounding rock mass in the mold box intussuseption, anchor plug body model with tunnel model buries underground respectively both ends about the surrounding rock mass, loading system sets up mold box one side, main cable steel strand wires are connected anchor plug body model with loading system, anchor plug body model, tunnel model, main cable steel strand wires, surrounding rock mass all with monitoring system connects.
Optionally, the model test device of tunnel-type anchorage under the tunnel includes: the anchor plug body die comprises a bottom plate, a vault arc plate, a first side plate and a second side plate, wherein the bottom plate, the vault arc plate, the first side plate and the second side plate are encircled to form an anchor plug body die with an inner cavity matched with the anchor plug body die.
Optionally, the tunnel model includes: the tunnel body, spout and backup pad, two the spout sets up relatively in the tunnel body, it is a plurality of the backup pad slidable ground sets up in the spout and support the tunnel body.
Optionally, the model test device for the tunnel-type anchorage under the tunnel further comprises a flathead shovel, a long-handle hoe and an infrared laser range finder.
Optionally, the loading system includes: the anti-force frame is arranged on the anti-force frame base, the hollow jack is arranged at one end, far away from the anti-force frame base, of the anti-force frame, the anti-force frame is a rectangular frame formed by surrounding of cross beams and stand columns, the anti-force frame foot supports are connected with the stand columns and the anti-force frame base, the pulley anti-force beams are arranged between the two cross beams, the angle modulation pulleys are arranged on the pulley anti-force beams, and main cable steel strands are connected with the hollow jack and the anchor plug body model through the angle modulation pulleys.
Optionally, the monitoring system includes: the tunnel anchor plug body comprises strain flowers, strain bricks and electric wires, wherein one group of the strain flowers are symmetrically arranged inside and outside the tunnel model, one group of the strain flowers are arranged on the surface of the anchor plug body model, the other group of the strain flowers are arranged on the surface of the strain bricks and buried in the surrounding rock mass, and the electric wires are connected with the strain flowers and led out of the model box.
Optionally, the monitoring system includes: first displacement meter, hollow tube, survey line and second displacement meter, the hollow tube is buried underground in the country rock body, the survey line sets up in the hollow tube, one the survey line is connected first displacement meter with anchor plug body model keeps away from main cable steel strand wires one end, another the survey line is connected the vault position of tunnel model and the second displacement meter.
Optionally, the monitoring system includes: third displacement meter, fourth displacement meter and table frame, third displacement meter and fourth displacement meter all pass through the table frame is installed on the loading system, the third displacement meter with the country rock mass is close to loading system's domatic butt, the fourth displacement meter with anchor stopper model butt.
Optionally, the monitoring system includes: and the pulling pressure sensor is arranged on the main cable steel strand.
The invention also provides a model test method of the tunnel-type anchorage under the tunnel, which comprises the following steps:
filling the model box with surrounding rock similar materials step by step to form a surrounding rock body;
symmetrically arranging strain roses inside and outside a tunnel model, embedding the tunnel model into a surrounding rock body in the process of filling similar materials of the surrounding rock, leading electric wires connected with the strain roses out of the model box, and leading measuring wires connected with the vault of the tunnel model out of the model box through hollow pipes;
arranging the strain flowers on the surfaces of the strain bricks and embedding the strain flowers in the surrounding rock mass, and leading out electric wires connected with the strain flowers from the model box;
connecting a main cable steel strand with an anchor plug model, arranging strain rosettes on the surface of the anchor plug model, burying the anchor plug model above the tunnel model, leading out electric wires connected with the strain rosettes from the model box, and leading out a measuring wire connected with one end of the anchor plug model, which is far away from the main cable steel strand, from the model box through a hollow pipe;
arranging a tension and pressure sensor on the main cable steel strand, arranging a loading system on one side of the model box and connecting the main cable steel strand;
connecting part of the displacement meter with a measuring line, enabling part of the displacement meter to be abutted against the surrounding rock body slope surface and the anchor plug body model, connecting the displacement meter, the electric wire and the tension and pressure sensor with data acquisition equipment, gradually excavating the tunnel model, loading the tunnel model through a loading system after the tunnel is excavated, and acquiring data in the excavation and loading processes.
The invention provides a model test device of a tunnel-type anchorage under a tunnel, which comprises: the anchor plug body model, the tunnel model, the loading system, the main cable steel strand, the model box and the monitoring system, the similar material of surrounding rock forms the surrounding rock mass in the model box intussuseption, the anchor plug body model with the tunnel model is buried underground respectively both ends about the surrounding rock mass, the loading system sets up model box one side, the main cable steel strand wires are connected the anchor plug body model with the loading system, anchor plug body model, tunnel model, main cable steel strand wires, surrounding rock mass all with the monitoring system is connected, and the model test method is accomplished through this testing arrangement. According to the invention, the states of the main cable steel strand, the anchor plug body model and the tunnel model are monitored by the monitoring system, and data support is provided for analyzing the influence of the underpass tunnel excavation on the upper anchor plug body model.
Drawings
In order to more clearly illustrate the embodiments of the present invention, the drawings, which are required to be used in the embodiments, will be briefly described below. In all the drawings, the elements or parts are not necessarily drawn to actual scale.
FIG. 1 is a schematic view of a model testing apparatus according to an embodiment of the present invention;
FIG. 2 is a schematic view of an anchor plug model provided in accordance with an embodiment of the present invention;
FIG. 3 is a schematic view of an anchor plug mold provided in accordance with an embodiment of the present invention;
FIG. 4 is a schematic view of a tunnel mold provided in accordance with an embodiment of the present invention;
fig. 5 is a schematic diagram of a loading system according to an embodiment of the present invention.
Wherein: 10-surrounding rock mass, 20-anchor plug body model, 21-bottom plate, 22-arch crown arc plate, 23-first side plate, 24-second side plate, 25-front anchor chamber, 26-anchor back plate, 27-U-shaped card, 30-tunnel model, 31-tunnel body, 32-chute, 33-supporting plate, 40-loading system, 41-reaction frame, 42-reaction frame base, 43-angle-adjusting pulley, 44-hollow jack, 45-reaction frame foot brace, 46-pulley reaction beam, 50-main cable steel strand, 60-model box, 70-monitoring system, 71-first displacement meter, 72-hollow tube, 73-second displacement meter, 74-third displacement meter, 75-fourth displacement meter, 76-meter frame, 77-strain rosette, 78-tension sensor.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and therefore are only examples, and the protection scope of the present invention is not limited thereby.
Fig. 1 is a schematic view of a model test apparatus provided in an embodiment of the present invention, fig. 2 is a schematic view of an anchor plug model provided in an embodiment of the present invention, fig. 3 is a schematic view of an anchor plug mold provided in an embodiment of the present invention, fig. 4 is a schematic view of a tunnel mold provided in an embodiment of the present invention, fig. 5 is a schematic view of a loading system provided in an embodiment of the present invention, and as shown in fig. 1 to fig. 5, the model test apparatus for a tunnel-type anchorage under a tunnel includes: anchor plug model 20, tunnel model 30, loading system 40, main cable steel strand 50, model box 60 and monitoring system 70. The surrounding rock mass model is formed by filling similar surrounding rock materials in the model box 60, the anchor plug body model 20 and the tunnel model 30 are buried at the upper end and the lower end of the surrounding rock mass 10 respectively, the loading system 40 is arranged on one side of the model box 60, the main cable steel strand 50 is connected with the anchor plug body model 20 and the loading system 40, the anchor plug body model 20, the tunnel model 30, the main cable steel strand 50 and the surrounding rock mass 10 are all connected with the monitoring system 70, and the monitoring system 70 collects data and provides data support for analyzing the influence of tunnel excavation on the upper anchor plug body model 20.
Referring to fig. 3, the model test apparatus for tunnel-under-tunnel type anchorages includes: bottom plate 21, arch arc plate 22, first side plate 23 and second side plate 24. The bottom plate 21, the arch-shaped arc plate 22, the first side plate 23 and the second side plate 24 surround to form an anchor plug body mold with an inner cavity matched with the anchor plug body model 20. Wherein the arch crown arc plate 22 and the two side plates extend outwards to form a connecting plate, and holes are drilled in the connecting plate in pairs and can be connected by bolts. The bottom plate 21 extends downwards to form a connecting plate, the bottom plate 21 can be embedded between the two side plates, and the two side plates are connected through bolts in the same way. The four plates are spliced when the anchor plug body model 20 is poured, and the connecting bolt can be detached after the mould is hardened to easily demould.
Referring to fig. 1 and 4, the tunnel model includes: the tunnel comprises a tunnel body 31, two sliding grooves 32 and supporting plates 33, wherein the two sliding grooves 32 are oppositely arranged in the tunnel body 31, and the supporting plates 33 are slidably arranged in the sliding grooves 32 and support the tunnel body 31 in the vertical direction. The tunnel body 31 and the supporting plate 33 are made of materials selected by similar theory, in this case, the tunnel body 31 is made of stainless steel with similar bending rigidity. The support plate 33 is a temporary support measure constructed to control the deformation of the tunnel in order to maintain the stability of the tunnel during the construction of the tunnel. The invention adopts the simulation of an arc stainless steel sheet, and the material and the thickness of the arc stainless steel sheet are obtained by conversion. The model test device of the tunnel-type anchorage under the tunnel further comprises a flat-head shovel and a long-handle hoe which are used as tunnel excavation tools. The soil body in front of the tunnel excavation face is poked loose by using the flat-head shovel, the loose soil body is discharged by using the hoe after falling, the supporting plates 33 are pulled out piece by piece in the tunnel excavation process, the stress form of the tunnel is converted from the stress of the supporting plates 33 to the stress of the tunnel body 31, and the CD method in the construction method frequently used in tunnel excavation can be well simulated. The model test device of the tunnel-type anchorage under the tunnel further comprises an infrared laser range finder, and the infrared laser range finder is used for measuring the excavation distance in the tunnel excavation process.
Referring to fig. 1 and 5, the loading system includes: reaction frame 41, reaction frame base 42, angle pulley 43, hollow jack 44, reaction frame foot support 45 and pulley reaction beam 46. The reaction frame 41 is arranged on the reaction frame base 42, and the hollow jack 44 is arranged at one end of the reaction frame 41 far away from the reaction frame base 42. The reaction frame 41 is a rectangular frame formed by surrounding a cross beam and an upright post, and the reaction frame bases 42 are installed on two sides of the reaction frame 41 and form an I-shaped structure with a lower cross beam to support the reaction frame 41. The reaction frame foot support 45 is connected with the upright post and the reaction frame base 42 to form a triangular structure, so that the stability of the structure is enhanced, and the reaction frame 41 is prevented from shaking in the loading process of the hollow jack 44. The pulley reaction beam 46 is arranged between the two cross beams, the angle-adjusting pulley 43 is arranged on the pulley reaction beam 46, and the main cable steel strand 50 is connected with the hollow jack 44 and the anchor plug body model 20 through the angle-adjusting pulley 43. The main cable steel strand 50 is arranged in the hollow jack 44 in a penetrating mode, and the end head of the main cable steel strand is fixed through an anchorage device and a U-shaped card. The angle adjusting pulley 43 is a fixed pulley and is used for changing the direction of the main cable steel strand 50. The hollow jack 44 is also connected to a hydraulic pump for loading.
Referring to fig. 1-5, the monitoring system includes cable force monitoring, strain monitoring, and displacement monitoring. Specifically, the strain monitoring includes: strain rosettes 77, wires and strain bricks. One set of the strain rosettes 77 are symmetrically arranged inside and outside the tunnel model 30, one set of the strain rosettes 77 are arranged on the surface of the anchor plug model 20, the other set of the strain rosettes 77 are arranged on the surface of the strain brick and buried in the surrounding rock body 10, and the electric wires are connected with the strain rosettes 77 and led out of the model box 60. The strain brick takes a polyurethane cube as a base material, and strain patterns are stuck in two vertical intersecting directions, so that the strain state of the surrounding rock body 10 can be monitored. Because the material of the polyurethane cube is also selected in advance according to a similar theory, the elastic modulus of the polyurethane cube is the same as that of the surrounding rock body, and the stress change condition of the surrounding rock body 10 at the position where the strain brick is embedded can be converted by measuring the strain of the polyurethane cube. The displacement monitoring is divided into vault settlement monitoring of the tunnel model 30, bottom settlement monitoring of the anchor plug body model 20 and slope position displacement monitoring of the surrounding rock body 10. The displacement monitoring comprises a first displacement meter 71, a hollow pipe 72, a measuring line and a second displacement meter 73, wherein the hollow pipe 72 is buried in the rock surrounding body 10, the measuring line is arranged in the hollow pipe 72, the measuring line is connected with the first displacement meter 71 and the anchor plug body model 20 far away from one end (the bottom of the rear anchor surface) of the main cable steel strand 50, and the measuring line is connected with the arch crown part of the tunnel model 30 and the second displacement meter 73. The displacement monitoring further comprises: the third displacement meter 74 and the fourth displacement meter 75 are mounted on the loading system through the gauge stand 76, or may also be mounted on the model box 60, the third displacement meter 74 abuts against the slope surface of the surrounding rock body 10 close to the loading system 40, and the fourth displacement meter 75 abuts against the anchor plug model 20. The displacement meter of the invention adopts a push rod type displacement meter. The cable force monitoring comprises: and the pulling pressure sensor 78 is arranged on the main cable steel strand 50, and the pulling pressure sensor 78 is arranged on the main cable steel strand 50. The pull pressure sensor 78 of the present invention is an S-shaped pull pressure sensor. All monitoring instruments (S-shaped pull pressure sensor, strain flower and push rod type displacement meter) are connected to the static data acquisition instrument and are controlled by computer software to acquire data.
The invention also provides a model test method of the tunnel-type anchorage under the tunnel, which comprises the following steps: filling the model box 60 with surrounding rock similar materials step by step to form a surrounding rock body 10; symmetrically arranging strain roses 77 inside and outside the tunnel model 30, embedding the tunnel model 30 into the surrounding rock body 10 in the process of filling surrounding rock similar materials, leading electric wires connected with the strain roses 77 out of the model box 60, and leading measuring wires connected with the vault of the tunnel model 30 out of the model box 60 through hollow pipes 72; arranging the strain rosette 77 on the surface of a strain brick and embedding the strain rosette in the surrounding rock body 10, and leading the electric wire connected with the strain rosette 77 out of the model box 60; connecting a main cable steel strand 50 with an anchor plug body model 20, arranging a strain rosette 77 on the surface of the anchor plug body model 20, embedding the anchor plug body model 20 above the tunnel model 30, leading out a wire connected with the strain rosette 77 from the model box 60, and leading out a measuring wire connected with one end of the anchor plug body model 20 far away from the main cable steel strand 50 from the model box 60 through a hollow pipe 72; arranging a tension and pressure sensor 78 on the main cable steel strand 50, arranging a loading system 40 at one side of the model box 60 and connecting the main cable steel strand 50; and connecting part of the displacement meter with a measuring line, abutting the part of the displacement meter with the surrounding rock slope and the anchor plug model, connecting all monitoring instruments to a static data acquisition instrument, loading through a loading system, gradually excavating, and controlling data acquisition by computer software. The method comprises the following steps:
(1) and splicing the anchor plug body mould by using bolts. The similar materials of the anchor plug body model 30 are evenly stirred, the anchor plug body model is filled into the anchor plug body model, the anchor plug body model is tamped layer by layer, when the lower-layer bulk material is added, the tamped layer is scraped by a scraper, the materials are prevented from being layered obviously, and the integrity of the anchor plug body model 30 is improved. When the anchor plug body model 30 is poured, the inserted steel rod occupies the space in the center of the anchor plug body model 30, and after the anchor plug body model 30 is formed, the steel rod is pulled out, so that the main cable steel strand 50 can penetrate through the central hole of the anchor plug body model 30. Finally, the main cable steel strand 50 penetrates through the anchor plug body model 30, an anchor back plate 26 which is enough in strength and the same as the size of the rear anchor face is placed on the rear anchor face, and the main cable is fixed behind the anchor back plate 26 through a U-shaped clamp 27. The load on the main cable steel strand 50 can be converted into a surface load through the anchor backing plate 26 and transmitted to the anchor surface behind the anchor plug body model 30. A strain relief 77 is stuck to the molded anchor plug body model 30, and the surface of the strain relief 77 is covered with silicone rubber. And (3) bonding a thin steel wire measuring line at the rear anchor surface at the bottom of the anchor plug body model 30, winding the thin steel wire measuring line to the arch top of the anchor plug body model 30, and leading out from the arch top.
(2) Strain gages 77 are symmetrically adhered to the inside and the outside of the tunnel body 31, strain of the tunnel body 31 is monitored, and stress and bending moment of the tunnel body 31 can be calculated. The support plates 33 are then pushed into the slide grooves 32 of the tunnel body 31 piece by piece. The two tunnel holes of the tunnel body 31 are filled with surrounding rock similar materials, and the intermediate wall holes are filled with intermediate wall similar materials.
(3) The mould box 60 is filled with surrounding rock like material, tamped layer by layer and shaved. The finished tunnel model 20 is embedded in the appropriate position, and the hollow tube 72 of the survey line is led out. The strain rosette 77 is arranged on the surface of a strain brick and buried in the surrounding rock body 10, and the electric wire connecting the strain rosette 77 is led out of the model box 60. The anchor plug body model 20 is embedded and manufactured, and a front anchor chamber 25 is provided at the front end of the anchor plug body model 20. The outgoing main cable steel strand 50 is fixed on the S-shaped tension and pressure sensor 78, and the surrounding rock similar materials are continuously filled to the required height to form the surrounding rock body 10.
(4) And the other main cable steel strand 50 passes through the angle adjusting pulley 43, one end of the angle adjusting pulley is connected with the S-shaped pulling pressure sensor 78, and the other end of the angle adjusting pulley is connected with the hollow jack 44. And arranging a push rod type displacement meter on the ground surface in a reverse direction, tensioning a steel wire measuring line by using the displacement meter, and monitoring the vault of the tunnel model 30 and the bottom settlement of the anchor plug model 20. And connecting all the monitoring instruments to a static data acquisition instrument, so as to finish the test preparation work.
(5) And (3) excavating the underpass tunnel by using an excavating tool according to a set construction method (the CD method is adopted in the invention), and gradually extracting the supporting plate 33 according to the requirement of an excavation scheme along with the depth of the excavation distance of the tunnel so that the partition wall in the tunnel independently bears the pressure of the surrounding rock at the upper part. And gradually excavating until the whole line of the tunnel is communicated. So far, the test of the influence of the excavation of the underpass tunnel on the upper anchor plug body model 30 is completed.
(6) A push rod type displacement meter is arranged on the slope surface of the surrounding rock body 10 facing the loading system 40 to monitor the displacement of the slope surface, and a push rod type displacement meter is also arranged on the front anchor surface of the anchor plug body model 20 to monitor the displacement of the anchor plug body model 20. Then the hydraulic pump is used to pressurize the hollow jack 44, and the main cable steel strand 50 is tightened to apply a tension load to the anchor plug body. And (4) acquiring the tension of the main cable according to the reading of the S-shaped pulling pressure sensor, and pressurizing step by step according to the test scheme until the tunnel anchorage carrier system fails, so as to finish the test of the influence of the downward tunnel on the bearing characteristic of the tunnel anchorage.
The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the embodiments of the present invention, and they should be construed as being covered by the appended claims and their equivalents.
Claims (6)
1. The utility model provides a model test device of tunnel formula anchorage under tunnel which characterized in that includes: the anchor plug body model, the tunnel model, the loading system, the main cable steel strand, the model box and the monitoring system, wherein the model box is filled with surrounding rock similar materials to form a surrounding rock mass, the anchor plug body model and the tunnel model are respectively embedded at the upper end and the lower end of the surrounding rock mass, the loading system is arranged at one side of the model box, the main cable steel strand is connected with the anchor plug body model and the loading system, and the anchor plug body model, the tunnel model, the main cable steel strand and the surrounding rock mass are all connected with the monitoring system;
the monitoring system includes: the measuring line is arranged in the hollow pipe, one measuring line is connected with the first displacement meter and one end, far away from the main cable steel strand, of the anchor plug body model, and the other measuring line is connected with the vault part of the tunnel model and the second displacement meter;
the monitoring system includes: the tunnel model comprises a tunnel model body, a plurality of anchor plug body models and a plurality of strain bricks, wherein the tunnel model body comprises a tunnel model box and a plurality of anchor plug body models, the anchor plug body models are arranged in the tunnel model box, the strain bricks are arranged on the surface of the tunnel model box, and the electric wires are connected with the strain bricks and led out of the tunnel model box;
the monitoring system includes: the third displacement meter and the fourth displacement meter are mounted on the loading system through the meter frame, the third displacement meter is abutted against the slope surface of the surrounding rock body close to the loading system, and the fourth displacement meter is abutted against the anchor plug body model;
the monitoring system includes: and the pulling pressure sensor is arranged on the main cable steel strand.
2. The model test device of tunnel-type anchors passing under a tunnel according to claim 1, characterized in that the model test device of tunnel-type anchors passing under a tunnel includes: the anchor plug body die comprises a bottom plate, a vault arc plate, a first side plate and a second side plate, wherein the bottom plate, the vault arc plate, the first side plate and the second side plate are encircled to form an anchor plug body die with an inner cavity matched with the anchor plug body die.
3. The model test device of a tunnel-under-tunnel-type anchorage of claim 1, characterized in that the tunnel model comprises: the tunnel body, spout and backup pad, two the spout sets up relatively in the tunnel body, it is a plurality of the backup pad slidable ground sets up in the spout and support the tunnel body.
4. The model test device of the tunnel-type anchorage under the tunnel according to claim 3, characterized in that the model test device of the tunnel-type anchorage under the tunnel further comprises a flathead shovel, a long-handle hoe and an infrared laser range finder.
5. The model test device of a tunnel-under-tunnel-type anchorage of claim 1, characterized in that the loading system comprises: the anti-force frame is arranged on the anti-force frame base, the hollow jack is arranged at one end, far away from the anti-force frame base, of the anti-force frame, the anti-force frame is a rectangular frame formed by surrounding of cross beams and stand columns, the anti-force frame foot supports are connected with the stand columns and the anti-force frame base, the pulley anti-force beams are arranged between the two cross beams, the angle modulation pulleys are arranged on the pulley anti-force beams, and main cable steel strands are connected with the hollow jack and the anchor plug body model through the angle modulation pulleys.
6. A model test method of a tunnel-type anchorage under a tunnel is characterized by comprising the following steps:
filling the model box with surrounding rock similar materials step by step to form a surrounding rock body;
symmetrically arranging strain roses inside and outside a tunnel model, embedding the tunnel model into a surrounding rock body in the process of filling similar materials of the surrounding rock, leading electric wires connected with the strain roses out of the model box, and leading measuring wires connected with the vault of the tunnel model out of the model box through hollow pipes;
arranging the strain flowers on the surfaces of the strain bricks and embedding the strain flowers in the surrounding rock mass, and leading out electric wires connected with the strain flowers from the model box;
connecting a main cable steel strand with an anchor plug model, arranging strain rosettes on the surface of the anchor plug model, burying the anchor plug model above the tunnel model, leading out electric wires connected with the strain rosettes from the model box, and leading out a measuring wire connected with one end of the anchor plug model, which is far away from the main cable steel strand, from the model box through a hollow pipe;
arranging a tension and pressure sensor on the main cable steel strand, arranging a loading system on one side of the model box and connecting the main cable steel strand;
connecting part of the displacement meter with a measuring line, enabling part of the displacement meter to be abutted against the surrounding rock body slope surface and the anchor plug body model, connecting the displacement meter, the electric wire and the tension and pressure sensor with data acquisition equipment, gradually excavating the tunnel model, loading the tunnel model through a loading system after the tunnel is excavated, and acquiring data in the excavation and loading processes.
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| CN117388081B (en) * | 2023-12-12 | 2024-04-02 | 西南交通大学 | Test device and test method for determining bearing capacity of tunnel anchor by backward-pushing loading |
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