CN111965031A - Tunnel lining and surrounding rock mechanical characteristic test model device and test method - Google Patents
Tunnel lining and surrounding rock mechanical characteristic test model device and test method Download PDFInfo
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- CN111965031A CN111965031A CN202010994622.6A CN202010994622A CN111965031A CN 111965031 A CN111965031 A CN 111965031A CN 202010994622 A CN202010994622 A CN 202010994622A CN 111965031 A CN111965031 A CN 111965031A
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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
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0003—Steady
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- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0032—Generation of the force using mechanical means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/0617—Electrical or magnetic indicating, recording or sensing means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
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Abstract
The invention relates to the technical field of tunnel construction, in particular to a mechanical characteristic testing model device for tunnel lining and surrounding rocks, which comprises a tunnel model, a rack, a loading system and a measuring system, wherein the tunnel model is constructed in a simulation mode according to the actual tunnel size by using similar materials according to a reduced scale, the tunnel model is arranged in the rack, the loading system is also arranged in the rack to load the tunnel model, and the measuring system measures the stress and deformation of the tunnel model, wherein the tunnel model comprises the tunnel lining and the surrounding rocks. The mechanical characteristic test model device for the tunnel lining and the surrounding rock can be used for wide scientific researchers to research the harmful mechanism of the cavity behind the lining, and the test result can provide reference and reference for practical engineering.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a mechanical characteristic test model device and a mechanical characteristic test method for tunnel lining and surrounding rocks.
Background
Tunnel lining back voids are a common quality defect. Due to the particularity of tunnel engineering and the complexity of geological, hydrogeological conditions of the engineering, the damage mechanism of cavities on the back of the tunnel lining is fuzzy, and the interaction relationship between surrounding rocks and supports is not clear. At present, the research is carried out by simply adopting technical means such as theoretical analysis, numerical calculation and the like, and the defects exist.
A large number of engineering practices prove that the geomechanical model test method is an effective method, can objectively reflect the relation between the surrounding rock and the tunnel lining structure, and has more visual test results.
Therefore, a mechanical characteristic test model device and an experimental method for tunnel lining and surrounding rock with good simulation performance and intuitive results are needed to be provided, so that engineering technicians can master mechanical characteristics, deformation trend and stability characteristics of the tunnel lining and the surrounding rock, and the engineering technicians are guided to make accurate judgment.
Disclosure of Invention
Technical problem to be solved
In order to solve the problems in the prior art, the invention provides a mechanical characteristic test model device and a test method for tunnel lining and surrounding rock, which have good simulation performance and intuitive results.
(II) technical scheme
In order to achieve the purpose, the invention adopts the main technical scheme that:
a tunnel lining and surrounding rock stress characteristic test model device,
the tunnel model is built in a simulation mode according to the actual tunnel size by using similar materials in a reduced scale, the tunnel model is arranged in the rack, the loading system is also arranged in the rack to load the tunnel model, and the measuring system measures the stress and deformation of the tunnel model;
the tunnel model comprises a tunnel lining and surrounding rocks.
Preferably, the gantry comprises: the structure comprises a counter-force support plate 1, two left and right side plates 2, a bearing plate 3, a bottom plate 4, six front and rear side plates 5 and two front and rear side plate reinforcing members 6;
the counterforce supporting plate 1 and the bottom plate 4 are horizontally arranged in parallel with the ground;
the two left and right side plates 2 are respectively vertically arranged at two ends of the counterforce supporting plate 1 and the bottom plate 4 and are connected by bolts, and the bearing plate 3 is directly placed on the simulated surrounding rock;
the front three side plates and the rear three side plates are respectively bolted into a whole by the two front and rear side plate reinforcing members 6 and are vertically bolted with the counter-force supporting plate 1 and the bottom plate 4;
the tunnel lining model 7 is arranged in the center of a space defined by the bearing plate 3, the two left and right side plates 2, the six front and rear side plates 5 and the bottom plate 4, and simulated surrounding rocks are filled around the space.
Preferably, the loading system comprises a jack 8, which jack 8 is arranged between the counter support plate 1 and the carrier plate 3.
Preferably, the measurement system comprises: a pressure gauge 9, a strain gauge 10 and a soil pressure cell 11;
the pressure gauge 9 is arranged at a corresponding position between the jack 8 and the bearing plate 3;
the strain gauge 10 is adhered to a corresponding position of the tunnel model, and the soil pressure cell 11 is buried in the corresponding position of the tunnel model.
Preferably, the reaction support plate 1 and the two left and right side plates 2 are both 32 # machined channel steel;
the bearing plate 3 is a steel plate with the thickness of 8 mm;
in the six front and rear side plates 5, four front and rear left and right sides are processed by 8mm thick steel plates, and two front and rear middle parts are 8mm thick transparent organic glass.
Preferably, steel supports with the thickness of 10mm are arranged on the two left and right side plates 2, and the steel supports and the ground are triangular;
and steel supports with the thickness of 10mm are arranged in the six front and rear side plates 5, and the steel supports and the ground are triangular.
Preferably, the tunnel model 7 material selects barite and quartz sand as aggregate, vaseline as cementing agent, and the barite, quartz sand and vaseline are 10: 8: 1, the model material of the simulated molded reinforced concrete adopts iron wire with diameter of 4mm and gypsum with water-cement ratio of 1:1.05, and the simulation is carried out by a method of equivalent bending rigidity of a prototype and a model.
Preferably, the measurement system further comprises: the device comprises a lining strain measurement system, a surrounding rock pressure measurement system and a surrounding rock displacement measurement system;
the lining strain measurement is realized by sticking strain gauges on the inner and outer surfaces of the lining, and the strain gauges adopt resistance type strain gauges;
the surrounding rock pressure measurement is realized by embedding a miniature pressure box, and the miniature pressure box adopts a miniature pressure box with the diameter of 16 mm;
carrying out data acquisition on the lining strain and the surrounding rock pressure through a steel string type data acquisition unit;
the surrounding rock displacement measurement system is realized by measuring the displacement of the deformation fiber embedded in the simulated surrounding rock material.
Preferably, the geometric similarity ratio C of the tunnel model to the tunnel prototypel1:60, taking the volume weight similarity ratio Cγ1:1, Poisson's ratio similarity ratio Cμ1:1, internal friction angle similarity ratio
Cohesion similarity ratio Cc1:60, modulus of similarity ratio CE＝1:1。
The technical scheme also provides a method for testing the stress characteristics of the tunnel lining and surrounding rocks, which comprises the following steps:
step S1: assembling a bench, wherein a bottom plate 4, two left and right side plates 2, six front and rear side plates 5 and two front and rear side plate reinforcing members are tightly connected through bolts; after the rack is assembled, a tunnel surrounding rock model with the maximum net size of 3000mm in length, 320mm in width and 1500mm in height can be formed;
step S2: determining the size of a lining model according to a design drawing and a size similarity ratio of a tunnel lining cross section, customizing a template, and manufacturing the lining model on site by adopting iron wires with the diameter of 4mm and gypsum with the water-cement ratio of 1: 1.05;
step S3: after the lining model is manufactured, symmetrically arranging resistance type strain gauges 10 on the inner side and the outer side of the lining model, and connecting corresponding lines;
step S4: according to the weight ratio of barite: quartz sand: preparing a simulated surrounding rock material by mixing vaseline at a ratio of 10: 8: 1;
step S5: filling simulated surrounding rock materials to the bottom surface of the position where the lining model is installed in a layered mode; then, the lining model is installed in place, and simulated surrounding rock materials on the back surfaces of side walls on two sides of the lining model are continuously filled to the plane of the vault; finally, continuously filling the simulated surrounding rock material to the bottom surface of the bearing plate 3;
in the whole filling process, horizontal and vertical deformation fibers 12 are embedded according to the deformation position of the surrounding rock to be measured, and the deformation fibers are embedded by clinging to the organic glass side plates so as to be convenient for observation;
burying an earth pressure cell 11 according to the pressure position of the surrounding rock to be measured;
all wiring should be convenient and fast without affecting loading; and reserving a cavity range on the back of the lining model according to actual requirements and actual construction conditions in the filling process.
Step S6: installing a bearing plate 3 and installing a counter force supporting plate 1;
step S7: installing a jack 8 and a pressure gauge 9, and connecting a soil pressure box 11 and a resistance strain gauge testing line with a data acquisition instrument;
step S8: loading in a grading manner according to the actual situation, and reading data until the lining model is damaged;
step S9: and obtaining lining internal force, surrounding rock pressure and surrounding rock displacement through calculation and observation, then drawing, analyzing data, observing a lining model destruction mode, and researching rules.
(III) advantageous effects
The invention has the beneficial effects that: the tunnel lining and surrounding rock stress characteristic test model device can simulate the stress environment of a tunnel under a real condition, and the measuring system monitors the stress and deformation of the tunnel lining and surrounding rock model. The material basis is provided for the research of the harmful mechanism of the cavity behind the lining by the majority of researchers, and the test result can provide reference and reference for the actual engineering.
Drawings
FIG. 1 is a front view of a tunnel lining and surrounding rock stress characteristic test model device of the invention;
FIG. 2 is a side view of the tunnel lining and surrounding rock stress characteristic test model device of the present invention;
FIG. 3 is a top view of the tunnel lining and surrounding rock stress characteristic test model device of the present invention;
fig. 4 is a reference layout of the earth pressure cell, strain gage, and texturized fiber of the present invention.
[ description of reference ]
1: a counter-force support plate; 2: a left side plate and a right side plate; 3: a carrier plate; 4: a base plate; 5: front and rear side plates; 6: front and rear side plate reinforcements; 7: a tunnel model; 8: a jack; 9: a pressure gauge; 10: a strain gauge; 11: a soil pressure cell; 12: and (3) deforming the fibers.
Detailed Description
For the purpose of better explaining the present invention and to facilitate understanding, the present invention will be described in detail by way of specific embodiments with reference to the accompanying drawings. The invention provides a mechanical characteristic test model device for tunnel lining and surrounding rocks, which comprises a tunnel model, a rack, a loading system and a measuring system, wherein the tunnel model is arranged in the rack, the loading system is also arranged in the rack to load the tunnel model, so that the tunnel model bears load, the real stress environment of the tunnel and the surrounding rocks is simulated, and the measuring system measures the stress and deformation of the tunnel model; the tunnel model comprises a tunnel lining and surrounding rocks.
Specifically, the rack includes counter-force backup pad 1, controls curb plate 2, loading board 3, bottom plate 4, front and back curb plate 5, front and back curb plate reinforcement 6, counter-force backup pad 1 and bottom plate 4 and ground parallel arrangement, curb plate 2 and two front and back curb plate reinforcement 6 closely fixed about with through the bolt, curb plate 2 and two front and back curb plate reinforcement 6 and ground vertical about two, curb plate 5 closely fixed about six through the bolt with curb plate 2 and front and back curb plate reinforcement 6 about with ground vertical, loading board 3 directly places on the country rock of simulation, tunnel model 7 sets up the space center position that curb plate 3, two controls curb plate 2, six front and back curb plates 5, bottom plate 4 enclose, fills the simulation country rock around.
Further, the loading system comprises a jack 8, the jack 8 is arranged between the counterforce support plate 1 and the bearing plate 3, and the tunnel model is loaded through the jack 8.
Further, the measuring system comprises a pressure gauge 9, and the pressure gauge 9 is arranged at a position where the jack 9 corresponds to the bearing plate 3 so as to measure the load applied by the jack 8.
Optionally, counter-force support plate 1 forms for 32A processing channel-section steels and 10 # steel sheet processing about with curb plate 2, loading plate 3 is the 8mm steel sheet, in six front and back curb plates, the middle part curb plate forms for 8mm thick transparent organic glass processing, and all the other 4 form for 8mm thick steel sheet and 10mm thick steel sheet processing.
Preferably, steel supports with the thickness of 10mm are arranged on the left side plate, the right side plate, the four steel front side plates and the four steel rear side plates respectively, and the steel supports and the ground are triangular, so that the steel supports are convenient to store, assemble and reinforce.
Furthermore, the tunnel model adopts a plane strain model, the section shape is a reduced scale shape of the actual tunnel section shape, the model material adopts barite and quartz sand as aggregate, vaseline is used as cementing agent, the ratio of barite, quartz sand and vaseline is 10: 8: 1, the model material for simulating the mold-built reinforced concrete adopts iron wires with the diameter of 4mm and gypsum with the water-cement ratio of 1:1.05, and the simulation is carried out by a method of equivalent bending rigidity of a prototype and the model. The tunnel model is simulated by a prefabrication process field installation method.
Furthermore, the measuring system also comprises a lining strain measuring system, a surrounding rock pressure measuring system and a surrounding rock displacement measuring system;
the lining strain measurement is realized by sticking strain gauges on the inner and outer surfaces of the lining, and the strain gauges adopt resistance type strain gauges;
the surrounding rock pressure measurement is realized by embedding a miniature pressure box, and the miniature pressure box adopts a miniature pressure box with the diameter of 16 mm;
carrying out data acquisition on the lining strain and the surrounding rock pressure through a steel string type data acquisition unit;
the surrounding rock displacement measurement system is realized by measuring the displacement of deformation fibers buried in a simulated surrounding rock material, specifically, as shown in fig. 4, at the position where the deformation of the surrounding rock is to be observed, deformation fibers 12 with striking colors are arranged close to front and rear middle side plates (the front and rear middle side plates are formed by processing transparent organic glass with the thickness of 8 mm), the deformation fibers 12 can be arranged horizontally and vertically, the deformation of the deformation fibers can be observed at any time in the experimental process, a soil pressure box 11 is arranged at the position where the pressure of the surrounding rock is to be measured, and a soil pressure box 11 in the vertical direction is arranged above a tunnel model. All test elements are adjustable in position.
Furthermore, when a simulated surrounding rock material is filled and a tunnel lining model is installed, the distribution range and the size of the cavity on the back of the tunnel lining can be set, and plastic sheets bent into a cavity shape can be reserved.
Further, the geometric similarity ratio C of the tunnel model and the tunnel engineering prototypelGenerally speaking, it is difficult to achieve complete similarity between prototype material and model material with weights in the elastic range, and empirically, the volume-weight similarity ratio C is takenγ1:1, Poisson's ratio similarity ratio Cμ1:1, internal friction angle similarity ratio
Cohesion similarity ratio Cc1:60, modulus of similarity ratio CEThe tunnel model material simulates the prototype lining material by equivalent bending stiffness EI 1:1.
Furthermore, a tunnel model space with the maximum net size of 3000mm long, 320mm wide and 1500mm high can be formed after the rack is assembled, the bearing pressure of the rack structural material is more than 0.3MPa, the deformation of the rack structural material does not exceed 0.3mm under the action of load limitation, the machining precision of the rack is not lower than 0.5 thousandth, and meanwhile, a plane strain similar model test with the boundary length of 3m and the height of 1.5m can be completed through the rack and corresponding construction steps.
Further, the loading system comprises a hydraulic jack, a pressure gauge, a counter-force supporting plate and a bearing plate, the jack is arranged between the counter-force supporting plate formed by processing No. 32A channel steel and the bearing plate of 8mm, the pressure gauge is arranged at the jack, and grading loading is achieved through the hydraulic jack and a pressure sensor during loading.
Through nondestructive testing of a tunnel field radar, a large number of cavities with different sizes exist behind the lining near the vault and the arch shoulder of the tunnel, but no cavities exist at positions such as side walls, so that a model test is mainly used for researching the influence rule of the cavities in different ranges near the vault and the arch shoulder on the safety of the lining structure, and therefore, according to the device, a testing method is provided, and the testing method comprises the following steps:
step S1: and assembling the bench, wherein the bottom plate 4, the two left and right side plates 2, the six front and rear side plates 5 and the two front and rear side plate reinforcing members are tightly connected through bolts. After the rack is assembled, a tunnel surrounding rock model space with the maximum net size of 3000mm in length, 320mm in width and 1500mm in height can be formed;
step S2: determining the size of a lining model according to a design drawing and a size similarity ratio of a tunnel lining cross section, customizing a template, and manufacturing the lining model on site by adopting iron wires with the diameter of 4mm and gypsum with the water-cement ratio of 1: 1.05;
step S3: after the lining model is manufactured, symmetrically arranging resistance type strain gauges on the inner side and the outer side of the lining model, and connecting corresponding lines;
step S4: according to the weight ratio of barite: quartz sand: preparing a simulated surrounding rock material by mixing vaseline at a ratio of 10: 8: 1;
step S5: filling simulated surrounding rock materials to the bottom surface of the position where the lining model is installed in a layered mode; then, the lining model is installed in place, and simulated surrounding rock materials on the back surfaces of side walls on two sides of the lining model are continuously filled to the plane of the vault; finally, continuously filling the simulated surrounding rock material to the bottom surface of the bearing plate 3; in the whole filling process, horizontal and vertical deformation fibers 10 are embedded according to the deformation position of the surrounding rock to be measured, and the deformation fibers are embedded by clinging to the organic glass side plates so as to be convenient for observation; burying an earth pressure cell 11 according to the pressure position of the surrounding rock to be measured; all wiring should be convenient and fast without affecting loading; and reserving a cavity range on the back of the lining model according to scientific research requirements and actual construction conditions in the filling process.
Step S6: installing a bearing plate 3 and installing a counter force supporting plate 1;
step S7: installing a jack 9 and a pressure gauge 10, and connecting a soil pressure box 11 and a resistance strain gauge testing line with a data acquisition instrument;
step S8: loading in a grading manner according to the actual situation, and reading data until the lining model is damaged;
step S9: and obtaining lining internal force, surrounding rock pressure and surrounding rock displacement through calculation and observation, then drawing, analyzing data, observing a lining model destruction mode, and researching rules.
It should be understood that the above description of specific embodiments of the present invention is only for the purpose of illustrating the technical lines and features of the present invention, and is intended to enable those skilled in the art to understand the contents of the present invention and to implement the present invention, but the present invention is not limited to the above specific embodiments. It is intended that all such changes and modifications as fall within the scope of the appended claims be embraced therein.
Claims (10)
1. A model device for testing the stress characteristics of tunnel lining and surrounding rocks is characterized in that,
the tunnel model is built in a simulation mode according to the actual tunnel size by using similar materials in a reduced scale, the tunnel model is arranged in the rack, the loading system is also arranged in the rack to load the tunnel model, and the measuring system measures the stress and deformation of the tunnel model;
the tunnel model comprises a tunnel lining and surrounding rocks.
2. The device for testing stress characteristics of tunnel lining and surrounding rock of claim 1,
the stage includes: the device comprises a counter-force supporting plate (1), two left and right side plates (2), a bearing plate (3), a bottom plate (4), six front and rear side plates (5) and two front and rear side plate reinforcing members (6);
the counterforce supporting plate (1) and the bottom plate (4) are horizontally arranged in parallel with the ground;
the two left and right side plates (2) are respectively and vertically arranged at two ends of the counterforce supporting plate (1) and the bottom plate (4) and are connected by bolts, and the bearing plate (3) is directly placed on the simulated surrounding rock;
the front three side plates and the rear three side plates are respectively connected into a whole by bolts through the two front and rear side plate reinforcing members (6), and are vertically connected with the counter-force supporting plate (1) and the bottom plate (4) by bolts;
the tunnel model (7) is arranged at the center of a space surrounded by the bearing plate (3), the left and right side plates (2), the six front and rear side plates (5) and the bottom plate (4), and simulated surrounding rocks are filled around the space.
3. The tunnel lining and surrounding rock stress characteristic test model device of claim 2, wherein:
the loading system comprises a jack (8), and the jack (8) is arranged between the counterforce support plate (1) and the bearing plate (3).
4. The device for testing stress characteristics of a tunnel lining and surrounding rocks according to claim 3, wherein,
the measurement system includes: a pressure gauge (9), a strain gauge (10) and a soil pressure cell (11);
the pressure gauge (9) is arranged at a corresponding position between the jack (8) and the bearing plate (3);
the strain gauge (10) is adhered to a corresponding position of the tunnel model, and the soil pressure box (11) is buried in the corresponding position of the tunnel model.
5. The device for testing stress characteristics of tunnel lining and surrounding rock of claim 4, wherein,
the counter-force support plate (1) and the two left and right side plates (2) are respectively No. 32 processing channel steel;
the bearing plate (3) is a steel plate with the thickness of 8 mm;
in the six front and rear side plates (5), four front and rear side plates close to the left side and the right side are made of 8mm thick steel plates, and two front and rear middle parts are transparent organic glass with the thickness of 8 mm.
6. The device for testing stress characteristics of a tunnel lining and surrounding rocks according to claim 5,
steel supports with the thickness of 10mm are arranged on the left side plate and the right side plate (2), and the steel supports and the ground are triangular;
and steel supports with the thickness of 10mm are arranged in the six front and rear side plates (5), and the steel supports and the ground are triangular.
7. The device for testing stress characteristics of tunnel lining and surrounding rock of claim 1,
the tunnel model (7) is made of barite and quartz sand as aggregates, vaseline as a cementing agent, the weight of the barite, the quartz sand and the vaseline are 10: 8: 1, and the model material for simulating the molded reinforced concrete is simulated by a method of equivalent bending rigidity of a prototype and a model, wherein the iron wire with the diameter of 4mm and the gypsum with the water-cement ratio of 1:1.05 are adopted.
8. The device for testing stress characteristics of tunnel lining and surrounding rock of claim 4, wherein,
the measurement system further comprises: the device comprises a lining strain measurement system, a surrounding rock pressure measurement system and a surrounding rock displacement measurement system;
the lining strain measurement is realized by sticking strain gauges on the inner and outer surfaces of the lining, and the strain gauges adopt resistance type strain gauges;
the surrounding rock pressure measurement is realized by embedding a miniature pressure box, and the miniature pressure box adopts a miniature pressure box with the diameter of 16 mm;
carrying out data acquisition on the lining strain and the surrounding rock pressure through a steel string type data acquisition unit;
the surrounding rock displacement measurement system is realized by measuring the displacement of the deformation fiber embedded in the simulated surrounding rock material.
9. The device for testing stress characteristics of tunnel lining and surrounding rock of claim 1,
of the tunnel model and tunnel prototypeGeometric similarity ratio Cl1:60, taking the volume weight similarity ratio Cγ1:1, Poisson's ratio similarity ratio Cμ1:1, internal friction angle similarity ratio
Cohesion similarity ratio Cc1:60, modulus of similarity ratio CE＝1:1。
10. A method for testing stress characteristics of a tunnel lining and surrounding rocks is characterized by comprising the following steps:
step S1: assembling a rack, wherein a bottom plate (4), two left and right side plates (2), six front and rear side plates (5) and two front and rear side plate reinforcing members are tightly connected through bolts; after the rack is assembled, a tunnel surrounding rock model with the maximum net size of 3000mm in length, 320mm in width and 1500mm in height can be formed;
step S2: determining the size of a lining model according to a design drawing and a size similarity ratio of a tunnel lining cross section, customizing a template, and manufacturing the lining model on site by adopting iron wires with the diameter of 4mm and gypsum with the water-cement ratio of 1: 1.05;
step S3: after the lining model is manufactured, symmetrically arranging resistance type strain gauges (10) on the inner side and the outer side of the lining model, and connecting corresponding lines;
step S4: according to the weight ratio of barite: quartz sand: preparing a simulated surrounding rock material by mixing vaseline at a ratio of 10: 8: 1;
step S5: filling simulated surrounding rock materials to the bottom surface of the position where the lining model is installed in a layered mode; then, the lining model is installed in place, and simulated surrounding rock materials on the back surfaces of side walls on two sides of the lining model are continuously filled to the plane of the vault; finally, continuously filling the simulated surrounding rock material to the bottom surface of the bearing plate (3);
in the whole filling process, horizontal and vertical deformation fibers (12) are embedded according to the deformation position of the surrounding rock to be measured, and the deformation fibers are embedded by clinging to the organic glass side plates so as to be convenient for observation;
burying an earth pressure cell (11) according to the pressure position of the surrounding rock to be measured;
all wiring should be convenient and fast without affecting loading; and reserving a cavity range on the back of the lining model according to actual requirements and actual construction conditions in the filling process.
Step S6: a bearing plate (3) is installed, and a counter force supporting plate (1) is installed;
step S7: a jack (8) and a pressure gauge (9) are installed, and a soil pressure box (11) and a resistance strain gauge testing line are connected with a data acquisition instrument;
step S8: loading in a grading manner according to the actual situation, and reading data until the lining model is damaged;
step S9: and obtaining lining internal force, surrounding rock pressure and surrounding rock displacement through calculation and observation, then drawing, analyzing data, observing a lining model destruction mode, and researching rules.
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