CN113848122A - Hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure - Google Patents
Hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure Download PDFInfo
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- CN113848122A CN113848122A CN202110942338.9A CN202110942338A CN113848122A CN 113848122 A CN113848122 A CN 113848122A CN 202110942338 A CN202110942338 A CN 202110942338A CN 113848122 A CN113848122 A CN 113848122A
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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
- G01N3/12—Pressure testing
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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
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M99/00—Subject matter not provided for in other groups of this subclass
- G01M99/007—Subject matter not provided for in other groups of this subclass by applying a load, e.g. for resistance or wear testing
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention discloses a hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure. It comprises the following steps: pouring lining structures and surrounding rock layers with the same height and flush end faces; installing an external water pressure loading mechanism in the reaction wall main body; installing a lining structure and a surrounding rock stratum in the reaction wall main body; installing and sealing an upper cover plate; external water pressure loading, opening a pressurized water pump to inject water into an external pressurized cavity formed between the peripheral inner wall of the counterforce wall and the outer wall of the lining structure; and connecting the led-out data line of the monitoring instrument to a data acquisition instrument for data acquisition, connecting the data line to a computer, and acquiring and post-processing the acquired data such as stress strain, water pressure and the like through data acquisition software. The method can simulate the stress characteristics and the related deformation characteristics of the lining structure of the surrounding rock and the water delivery tunnel under the complex load in the actual environment, and can analyze and research the damage form of the lining structure and the crack distribution after cracking.
Description
Technical Field
The invention relates to the technical field of long-distance water-conveying tunnel test structure models, in particular to a hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure.
Background
With the continuous acceleration of the urbanization process, remote water delivery projects are more and more. The long-distance water delivery tunnels mostly pass through mountainous areas with complex western geological structure backgrounds, the buried depth of the tunnels is large, the ground stress is high, the geological conditions are complex, and the surrounding rock-lining structure bears large external water pressure in the operation process of the tunnels, and whether the stability of the surrounding rock-lining structure is directly related to the implementation of the whole water delivery project. It is very important to find an effective test method and a corresponding test device, and monitor and test the structural form and the mechanical property of the test device. At present, a numerical simulation method is mostly adopted for a mechanical monitoring test of a water delivery tunnel, and the stress conditions of tunnel surrounding rocks and a water delivery tunnel lining structure in an actual environment are difficult to simulate.
Although some test devices can perform simulation tests, there are certain disadvantages: firstly, the stability and the sealing performance of a test device often cannot meet the design requirements, so that the external water pressure is difficult to load to a required numerical value, and the stress characteristics and the related deformation characteristics of the surrounding rock lining structure under the actual complex load cannot be well reflected, so that the research on the damaged form of the lining structure and the crack distribution after cracking is difficult to carry out; secondly, the surrounding rock stratum in the existing test device is mostly poured by common concrete, crack distribution of a real surrounding rock structure cannot be reflected, water seepage characteristics of the real surrounding rock structure cannot be simulated even if the surrounding rock stratum is loaded to required external water pressure, the external water pressure cannot be well transmitted to the lining structure, and test errors are caused. Therefore, a simulation test method capable of simulating the surrounding rock and lining structure of the hydraulic tunnel under the action of external water pressure needs to be developed, so that the simulation that the surrounding rock and the lining cooperatively bear high external water pressure is realized, and the method is used for researching the mechanical property, the damage characteristic and the stability of the surrounding rock-lining structure under the action of high external water pressure.
Disclosure of Invention
The invention aims to truly simulate the mechanical property, the destructive characteristic and the stability of a long-distance water-conveying tunnel surrounding rock-lining structure under the action of external water pressure, and provides a hydraulic tunnel surrounding rock and lining structure simulation test method considering the external water pressure.
In order to achieve the aim, the invention provides a hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure, which is characterized by comprising the following steps:
step 1), pour lining structure and surrounding rock stratum that the height is the same, and the terminal surface flushes, wherein pour the lining structure and include: binding a steel reinforcement cage of the lining structure according to the design size, pouring and maintaining the lining structure by using concrete meeting the required design strength, and embedding a monitoring instrument at the position needing to be detected in the lining structure; pouring the surrounding rock stratum comprises the following steps: according to a design template, pouring surrounding rock layers into a specific shape in a layered mode, maintaining, and embedding a monitoring instrument at a position needing to be detected in the surrounding rock layers;
step 2), install the interior outer water pressure loading mechanism of reaction wall main part, include: a water pressure pipe is arranged at the external interface of a water injection valve connector on the reaction wall main body, and a pressurizing water pump and a water pressure meter are arranged at the other end of the water pressure pipe;
step 3), install lining cutting structure and surrounding rock stratum in the counterforce wall main part, include: vertically hoisting the lining structure after pouring and maintenance into the inner cavity of the reaction wall main body; the pouring and maintaining completion surrounding rock stratum is tightly attached to the outer wall of the lining structure according to the layering sequence and is built by mortar;
step 4), installing and sealing the upper cover plate, comprising: rubber sealing rings are arranged at the opening boss of the reaction wall main body and the top of the lining structure, a steel plate is sealed in the sealing ring, an upper cover plate is covered on the sealing steel plate, the lining structure is connected with the sealing steel plate and the upper cover plate through bolts, and the reaction wall main body is connected with the upper cover plate through bolts; in addition, a monitoring instrument data wire pre-buried in the lining structure is led out through a first instrument cable outlet on the hollow and sealed steel plate of the lining structure and a third instrument cable outlet on the upper cover plate in sequence; a monitoring instrument data wire pre-buried in the surrounding rock layer is led out through a second instrument cable outlet on the sealing steel plate and a fourth instrument cable outlet on the upper cover plate in sequence;
step 5), external water pressure loading: the method comprises the following steps: after the bottom of the lining structure, the inner wall of the lining structure, the outlet of an instrument cable and the periphery of a sealing steel plate are sealed, according to an experimental scheme, a pressurized water pump is opened to inject water into an external pressurized cavity formed between the peripheral inner wall of the reaction wall and the outer wall of the lining structure;
step 6), data monitoring and processing, including: and connecting the led-out data line of the monitoring instrument to a data acquisition instrument for data acquisition, then connecting the data line to a computer, acquiring and post-processing the acquired data such as stress strain, water pressure and the like through data acquisition software, and analyzing the stability of the surrounding rock structure and the stress-strain relationship of reinforcing steel bars and concrete in the lining structure under different external water pressure loads.
Further, the hydraulic tunnel surrounding rock and lining structure simulation device considering the external water pressure comprises a reaction wall of the three-dimensional hollow shell structure, and a cable outlet of the third instrument is arranged in the center of the top end of the reaction wall; the hollow cylindrical lining structure is vertically arranged in the center of the inner cavity of the reaction wall, the height of the lining structure is the same as that of the inner cavity of the reaction wall, the end face of the lining structure is flush, the hollow inner diameter of the lining structure is the same as the diameter of a cable outlet of a third instrument, an external pressure cavity is formed between the peripheral inner wall of the reaction wall and the outer wall of the lining structure, and a three-dimensional surrounding rock stratum is arranged on the outer wall of the lining structure in the external pressure cavity; the reaction wall is also provided with an external water pressure loading mechanism, and the external water pressure loading mechanism is used for applying external water pressure towards the periphery to the surrounding rock stratum and the lining structure through an external pressure cavity; the test device also comprises monitoring systems which are pre-buried in the surrounding rock layer and the lining structure respectively, and the monitoring systems are used for carrying out data acquisition and analysis on external water pressure in the surrounding rock layer and stress and strain in the lining structure.
Furthermore, in the step 1), a disposable pervious concrete structure and a circulating pervious concrete structure are sequentially arranged from inside to outside on the surrounding rock stratum, and each of the disposable pervious concrete structure and the circulating pervious concrete structure comprises a first cushion layer, a first stress layer, a second stress layer, a third stress layer and a second cushion layer which are sequentially arranged from the lower end to the upper end; horizontal lubrication layers are arranged between the first cushion layer and the first stress layer and between the third stress layer and the second cushion layer, and horizontal mortar layers are arranged between the first stress layer and the second stress layer and between the second stress layer and the third stress layer.
Furthermore, in the step 1), the lining structure comprises a hollow cylindrical structure and flanges arranged at the upper end and the lower end of the hollow cylindrical structure, the hollow inner diameter of the hollow cylindrical structure is the same as the inner diameter of the flanges, grouting rings are arranged from the lower end to the upper end of the outer side of the hollow cylindrical structure, and the outer diameter of the grouting rings is the same as the outer diameter of the flanges; the peripheries of the two circular flange plates respectively correspond to a first cushion layer and a second cushion layer in the disposable permeable concrete structure and the circulating permeable concrete structure, and the periphery of the hollow cylindrical structure corresponds to a first stress layer, a second stress layer and a third stress layer in the disposable permeable concrete structure and the circulating permeable concrete structure.
Furthermore, in step 2), the reaction wall is formed by welding steel plates and comprises a reaction wall main body of a three-dimensional hollow shell structure with an opening at the upper end and a boss arranged on the inner wall of the opening, the reaction wall main body comprises a first reinforcing rib with a criss-cross structure arranged on the outer peripheral wall of the reaction wall main body, the water injection valve joint is arranged on one side of the opening end of the reaction wall main body, and a drainage valve joint is arranged at a corresponding position on the opposite side of the water injection valve joint.
Furthermore, in the step 3), a positioning steel ring for positioning the lining structure is welded at the inner cavity of the reaction wall main body, which is hung at the bottom of the lining structure, and the inner diameter of the positioning steel ring is the same as the outer diameter of the flange.
Furthermore, in the step 4), first bolt holes for connecting with the upper cover plate are respectively arranged at the peripheral outer side edges of the opening end of the reaction wall main body; the sealing steel plate is also provided with second bolt holes positioned around the cable outlet of the first instrument; the upper cover plate comprises a second reinforcing rib which is arranged on the outer surface and has a crisscross structure, third bolt holes which are positioned around the cable outlet of a third instrument and correspond to the second bolt holes are also arranged on the upper cover plate, and fourth bolt holes which correspond to the first bolt holes are also arranged on the peripheral edge of the upper cover plate; and fifth bolt holes corresponding to the second bolt holes are formed in the periphery of the flange plate at the upper end of the lining structure, and the flange plate at the upper end and the sealing steel plate are sealed by rubber sealing rings.
Furthermore, in the step 5), the bottom of the lining structure is sealed by pouring epoxy resin with the thickness of 40-60 mm on the bottom of the lining structure; the inner wall of the lining structure is sealed by firstly placing a PVC pipe with the diameter slightly smaller than the inner diameter of the lining structure in the lining structure and then filling epoxy resin between the inner wall of the lining structure 2 and the PVC pipe; the outlet of the second instrument cable and the outlet of the fourth instrument cable are filled and sealed by epoxy resin glue; the joints of the peripheries of the sealing steel plates and the main body of the reaction wall are sealed by full-length welding.
Furthermore, an angle of 5-10 degrees is formed between the adjacent directions of each layer of the disposable permeable concrete structure and the circulating permeable concrete structure when the disposable permeable concrete structure and the circulating permeable concrete structure are installed, so that the disposable permeable concrete structure and the circulating permeable concrete structure in four directions have appropriate deformation spaces.
Furthermore, the outer wall of the hollow cylindrical structure is gradually thickened to the outer diameter of the flange plate at a position 0.05-0.15 m away from the upper end and the lower end of the hollow cylindrical structure.
The invention has the advantages that:
1. the test method can accurately reflect the stress characteristics of each part of the lining structure and the surrounding rock structure under different external pressure loads.
2. And the monitoring system carries out post-processing on the stress-strain data of the concrete and the steel bars in the lining structure and the water seepage pressure data in the surrounding rock structure, which are acquired by the monitoring instrument, and analyzes the stress-strain relationship between the steel bars and the concrete in the lining structure and the stability of the surrounding rock structure under different external pressure loads.
The hydraulic tunnel surrounding rock and lining structure simulation test method considering the external water pressure can simulate the stress characteristics and the related deformation characteristics of the tunnel surrounding rock and the water delivery tunnel lining structure under the complex external water pressure load in the actual environment, and can analyze and research the damage form of the lining structure and the crack distribution after cracking.
Drawings
FIG. 1 is a flow chart of a hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure;
FIG. 2 is a schematic diagram of the overall appearance structure of the hydraulic tunnel surrounding rock and lining structure simulation device considering external water pressure in the invention;
FIG. 3 is a schematic structural diagram of the main body of the counterforce wall shown in FIG. 2;
FIG. 4 is a schematic view of the upper cover plate of FIG. 2;
FIG. 5 is a schematic structural view of the sealing steel plate in FIG. 2;
FIG. 6 is a schematic view of the lining structure of FIG. 2;
FIG. 7 is a schematic axial cross-sectional view of FIG. 2;
FIG. 8 is a schematic top view of the simulation apparatus of FIG. 2 with the upper cover plate and the sealing steel plate opened;
FIG. 9 is a schematic axial cross-sectional view of the open end of the reaction wall of FIG. 2;
FIG. 10 is a strain diagram of the lining stirrups (FIG. a. end stirrups, FIG. b. middle stirrups);
in the figure: the system comprises a counterforce wall 1, a lining structure 2, an external water pressure loading mechanism 3, a surrounding rock stratum 4 and a monitoring system 5;
wherein:
the counterforce wall 1 includes: a reaction wall body 11, an upper cover plate 12 and a sealing steel plate 13;
the reaction wall body 11 includes: a first bolt hole 112, a first reinforcing rib 113, a water injection valve joint 114, a water discharge valve joint 115, a rubber sealing groove 118 and a positioning steel ring 119;
the upper cover plate 12 includes: a third instrument cable outlet 121, a third bolt hole 122, a fourth instrument cable outlet 123, a fourth bolt hole 124, a second reinforcement rib 125;
the seal steel plate 13 includes: a first instrument cable outlet 131, a second bolt hole 132, a second instrument cable outlet 133;
the lining structure 2 includes: the hollow cylindrical structure 21, the flange plate 22, the fifth bolt hole 221 and the grouting ring 23;
the external water pressure loading mechanism 3 includes: a pressurized water pump 31, a water pressure gauge 32, a water pressure pipe 33;
the surrounding rock layer 4 includes: a disposable pervious concrete structure 41, a circulating pervious concrete structure 42, a mortar layer 43 and a lubricating layer 44;
the monitoring system 5 includes: a monitoring instrument 51 and a data acquisition instrument 52.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "length", "width", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on the orientations or positional relationships illustrated in the drawings, and are used merely for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and thus, are not to be construed as limiting the invention.
The hydraulic tunnel surrounding rock and lining structure simulation test method considering the external water pressure has the flow chart shown in figure 1 and comprises the following steps:
step 1), pour the lining cutting structure 2 and the surrounding rock stratum 4 that the height is the same, and the terminal surface flushes, include: carry out the ligature of lining cutting structure 2 steel reinforcement cage and monitor 51's arrangement according to design size, the steel reinforcement cage comprises 8 vertical reinforcing bars and 7 circular stirrups, and vertical muscle, stirrup material all use one-level steel (HPB 300). And pouring the lining structure 2 by using concrete meeting the required design strength, and embedding a resistance type strain gauge, an optical fiber sensor and a vibrating wire strain gauge in the position to be detected. Considering that the lining structure 2 is a thin-wall structure, steel bars are laid on the inner side of the lining structure, a large number of strain gauges and signal transmission leads are arranged, concrete is not easy to compact during pouring, and excessive-strength vibration is not allowed, so that C25 self-compacting concrete is adopted for pouring, and the matching is shown in Table 1. When lining concrete is poured, a forced stirrer is used for stirring materials, the lining is integrally placed on a vibration table for vibration, pouring of the lining concrete is completed within twenty minutes after stirring, demoulding is performed after two days, and finally standard maintenance is performed for 28 days. When concrete is poured, 3 standard cubic test pieces with the diameter of 150mm x 150mm are reserved to measure the compressive strength of the material, 3 prism test pieces with the diameter of 150mm x 300mm are reserved to measure the elastic modulus of the concrete, and 3 cylindrical test pieces with the diameter of 150mm x 300mm are reserved to measure the Poisson's ratio of the concrete.
The surrounding rock stratum 4 is made of C10 pervious concrete, and the whole surrounding rock stratum 4 is formed by piling 20 circulating pervious concrete structures 42 of 5 layers (a first cushion layer, a first stress layer, a second stress layer, a third stress layer and a second cushion layer are arranged from the lower end to the upper end in sequence) and 20 disposable pervious concrete structures 41 and 5 layers (a first cushion layer, a first stress layer, a second stress layer, a third stress layer and a second cushion layer are arranged from the lower end to the upper end in sequence). In order to achieve better force transmission effect, each pervious concrete structure is designed into a specific shape, a concrete pouring template is specially processed, and the template design is shown in figure 7. The mortar layer 43 is M7.5 mortar, and the mortar layer 43 is used for connecting the middle three layers of pervious concrete into a whole, so that the force transmission is more uniform. The lubricating layer 44 is made of galvanized steel sheet with a thickness of 1mm, and aims to enable the middle three layers of pervious concrete to be linked with the hydraulic steel sleeper more efficiently.
Step 2), install external water pressure loading mechanism 3 in the reaction wall main part 11, include:
and connecting the pressurized water pump 31 and the water pressure gauge 32 to the external interface of the water injection valve joint 114 through the water pressure pipe 33, and completing the installation of the external water pressure loading mechanism 3.
Step 3), install lining cutting structure 2 and surrounding rock stratum 4 in the counterforce wall main part 11, include:
and vertically hoisting the lining structure 2 after pouring and maintenance into the inner cavity of the reaction wall main body 11, and inserting the bottom of the lining structure 2 into the positioning steel ring 119. The specific process is as follows: firstly, a layer of compact mortar is paved in the positioning steel ring 119 at the bottom of the inner cavity of the reaction wall main body 11, then the lining structure 2 is placed on the mortar, the lining bottom is in close contact with the mortar by manually shaking, and meanwhile, the geometric position and the levelness of the lining structure 2 are well adjusted. And (3) the disposable permeable concrete structure 41 which is poured and maintained is tightly attached to the outer wall of the lining structure 2 layer by layer according to the sequence of the first cushion layer, the first stress layer, the second stress layer, the third stress layer and the second cushion layer and is built by mortar, so that the disposable permeable concrete structure 41 and the outer wall of the lining structure 2 are tightly combined to form a whole. The disposable permeable concrete structure 41 is assembled according to the scheme, the disposable permeable concrete structure 41 with the thickness of 80mm is paved on the bottom layer as a first cushion layer, then the cut galvanized steel plate is paved on the first cushion layer, and then a first stress layer with the thickness of 260mm is paved. In order to facilitate the installation of the arc-shaped first stress layer, after one layer of the first stress layer with the thickness of 260mm is installed, the lining is hoisted. Finally, the circulating permeable concrete structure 42 after pouring and maintenance is sequentially and closely attached to the outer wall of the disposable permeable concrete structure 41 layer by layer according to the sequence of the first cushion layer, the first stress layer, the second stress layer, the third stress layer and the second cushion layer for interlayer masonry. After the disposable permeable concrete structure 41 and the circulating permeable concrete structure 42 are assembled, pouring and filling the gap between the lining and the surrounding rock by using high-ductility ECC concrete to serve as a buffer layer and protect the strain gauge on the outer wall of the lining, wherein the reference mixing ratio of the used high-ductility ECC concrete is shown in Table 2.
In addition, an angle of 6 degrees is reserved between the disposable pervious concrete structures 41 and the circulating pervious concrete structures 42 in the adjacent directions, so that certain deformation spaces are reserved between pervious concrete blocks in four directions, and therefore surrounding rock pressure can be better conducted and simulated to the lining structure 2; in addition, a vibrating wire type pore water pressure gauge and a soil pressure gauge are also required to be pre-embedded in the surrounding rock layer 4.
Step 4), mounting and sealing the upper cover plate 12, including: rubber sealing rings are arranged at the opening boss of the reaction wall main body 11 and the top of the lining structure 2, a steel plate 13 is sealed in the inner cover of the sealing ring, an upper cover plate 12 is covered on the sealing steel plate 13, the lining structure 2 is connected with the sealing steel plate 13 and the upper cover plate 12 through bolts, and the reaction wall main body 11 is connected with the upper cover plate 12 through bolts; in addition, a data line of the monitoring instrument 51 pre-buried in the lining structure 2 is led out through a first instrument cable outlet 131 on the hollow sealing steel plate 13 of the lining structure 2 and a third instrument cable outlet 121 on the upper cover plate 12 in sequence; the data line of the monitoring instrument 51 pre-buried in the surrounding rock layer 4 is led out through the second instrument cable outlet 133 on the sealing steel plate 13 and the fourth instrument cable outlet 123 on the upper cover plate 12 in sequence.
Step 5), external water pressure loading:
the main problem before external water pressure loading is the sealing work of the whole simulation device, the inside of the reaction wall 1 can be filled with water after the whole simulation device is sealed, and the external hydraulic pump is adopted for automatic operation.
Firstly, the bottom of the lining structure 2 is sealed, a mortar layer is paved at the bottom of the lining structure 2 when the lining structure 2 is installed, and epoxy resin with the thickness of 50mm is poured into the lining cylinder for sealing in consideration of higher water pressure required by a test.
Secondly, sealing the inner wall and the top of the lining structure 2, in order to simulate a waterproof layer of the lining structure 2, firstly placing a PVC pipe with the diameter slightly smaller than the inner diameter of the lining structure 2 in the lining structure 2, and then filling epoxy resin between the inner wall of the lining structure 2 and the PVC pipe. A rubber pad with the thickness of 2mm is firstly paved between the top of the lining structure 2 and the sealing steel plate 13, and after the upper cover plate 12 is covered, epoxy resin is filled between the upper cover plate and the PVC pipe.
Then the outlet of a second instrument cable and the outlet of a fourth instrument cable are sealed, the middle part of the frustum-shaped rubber plug is perforated, the instrument cable penetrates through the frustum-shaped rubber plug, and the hole is filled with glass cement. The threaded rubber stopper is then plugged up from the bottom of the sealing steel plate 13. The top of the rubber plug reaches the center of the outlet of the instrument cable, then the instrument cable is sleeved on a PVC pipe with the diameter slightly larger than that of the instrument cable, and the PVC pipe is filled with epoxy resin.
And finally, sealing the periphery of the sealing steel plate 13, and performing full-length welding treatment on the joint of the periphery of the sealing steel plate 13 and the reaction wall main body 11.
And (3) opening the water injection valve joint 114 on the pressure water pump 31 and the reaction wall main body 11, injecting water into the external pressure cavity until the water discharge valve joint 115 begins to discharge water, indicating that the external pressure cavity is full of water, closing the pressure water pump 31, closing the water discharge valve joint 115, starting the monitoring instrument 51 to prepare for starting recording, starting the pressure water pump 31 to inject water and pressurize to a designed water pressure value according to an experimental scheme, and collecting data by using the data collection instrument 52.
Step 6), data monitoring and processing, including:
the data line of the led-out monitoring instrument 51 is connected to a data acquisition instrument 52 for data acquisition and then connected to a computer, the acquired data such as stress strain, water pressure and the like are acquired and post-processed through data acquisition software, the stability of the surrounding rock structure 4 and the stress strain relation of reinforcing steel bars and concrete in the lining structure 2 under different pressure loads are analyzed, after the test is finished, the upper cover plate 12 is opened, water in the pressurized pressure cavity is pumped completely, and the damage forms of the surrounding rock layer 4 and the lining structure 2 are observed.
As shown in fig. 2 to 9, the hydraulic tunnel surrounding rock and lining structure simulation device considering external water pressure comprises a reaction wall 1 of the three-dimensional hollow shell structure, and the third instrument cable outlet 121 is arranged at the center of the top end of the reaction wall 1; the hollow cylindrical lining structure 2 is vertically arranged in the center of the inner cavity of the reaction wall 1, the height of the lining structure 2 is the same as that of the inner cavity of the reaction wall 1, the end face of the lining structure 2 is flush, the hollow inner diameter of the lining structure 2 is the same as the diameter of a cable outlet 121 of a third instrument, so that an external pressure cavity is formed between the peripheral inner wall of the reaction wall 1 and the outer wall of the lining structure 2, and a three-dimensional surrounding rock layer 4 is arranged on the outer wall of the lining structure 2 in the external pressure cavity; the reaction wall 1 is also provided with an external water pressure loading mechanism 3, and the external water pressure loading mechanism 3 is used for applying external water pressure towards the periphery and the center to the surrounding rock stratum 4 and the lining structure 2 through an external pressure cavity; the simulation device further comprises a monitoring system 5 which is pre-embedded in the surrounding rock stratum 4 and the lining structure 2 respectively, and the monitoring system 5 is used for carrying out data acquisition and analysis on external water pressure in the surrounding rock stratum 4 and stress and strain in the lining structure 2.
The physical diagram of the reaction wall 1 is shown in figure 3, the internal outline dimension of the reaction wall 1 is 1.2m multiplied by 1m (length multiplied by width multiplied by height), the reaction wall is formed by welding 50mm thick steel plates, steel materials used for the reaction wall 1 are 45 steel, the nominal yield strength is not less than 355MPa, and the tensile strength is not less than 600 MPa. The sealing steel plate 13 is a steel plate with the thickness of 20mm, and is additionally provided with a sealing facility, and the upper cover plate 12 is a cover plate made of a steel plate with the thickness of 50 mm. The third instrument cable exit 121 is a hole with a diameter of 200 mm. The first reinforcing rib 113 is a bar with a thickness of 30mm and a width of 100mm, the center line of the bar is spaced by 100mm, and the bottom surface is less in the number of reinforcing bars due to less stress. The outer edges of the periphery of the opening end of the reaction wall body 11 are respectively provided with 8 pairs of first bolt holes 112 with the diameter of 32mm, which are used for being connected with the upper cover plate 12. The water inlet of the water injection valve joint 114 and the water outlet of the water discharge valve joint 115 are holes with the diameter of 32 mm. The positioning steel ring 119 is an annular steel sheet 50mm high and 3mm thick. The second ribs 125 on the outer surface of the upper cover plate 12 are likewise bars of 30mm thick and 100mm wide, the centre lines of the bars being spaced 100mm apart.
The inner diameter of the hollow tubular structure 21 is 200mm, the outer diameter is 260mm, the outer diameter of the flange plate 22 is 360mm, the outer wall of the position 100mm away from the two ends of the lining is gradually thickened to 360mm, and the inner diameter is kept unchanged at 200 mm.
Wherein the data acquisition instrument 52 comprises: the system comprises a signal data acquisition system, a vibrating wire data recorder and an optical fiber data recorder; the monitoring instrument 51 embedded in the lining structure 2 comprises: a resistance type strain gauge, an optical fiber sensor and a vibrating wire strain gauge; the monitoring instrument 51 buried inside the surrounding rock layer 4 includes: a vibrating wire type pore water pressure gauge and a soil pressure gauge. After all the monitoring instruments 51 are led out, the data wires are connected with a signal data acquisition system, a vibrating wire data recorder and an optical fiber data recorder, a high-definition camera is erected at the center of the upper cover plate 12, and all the recorded data and images are gathered to a computer for processing and analysis.
For example, the monitoring scheme of the resistance strain gauge system is specifically as follows: the strain monitoring is mainly carried out on a steel reinforcement cage and lining concrete in the lining structure 2. Respectively pasting strain gauges on three stirrups in the middle of the reinforcement cage (a lower end stirrup, a middle stirrup and an upper end stirrup) at intervals of 90 degrees, wherein the total number of the strain gauges is 12 stirrup strain gauges; in addition, after the lining concrete is maintained for 28 days, 4 longitudinal and 4 transverse concrete strain gauges, 64 total concrete strain gauges, are adhered to the inner wall and the outer wall of the concrete at intervals of 90 degrees in 4 layers (the first layer, the second layer, the third layer and the fourth layer from top to bottom). Fig. 10 shows an evolution law diagram of the strain of the lining stirrup under the action of different external water pressures obtained in a specific test process, and it can be seen that the lining structure 2 is wholly pressed under the action of the external water pressure, wherein the stress of the steel bars is basically in a compressive stress state.
The above description is only exemplary of the present invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made without departing from the spirit and principle of the present invention should be included in the protection scope of the present invention.
TABLE 1
| Material | Cement | Fly ash | Water (W) | Sand | Melon and rice |
| Mixing ratio | |||||
| 1 | 0.428 | 0.585 | 2.289 | 3.224 |
TABLE 2
| Material | Cement | Fly ash | Quartz sand | Water (W) | Water reducing agent | PVA |
| Per m3Dosage (kg) | 450 | 854 | 469 | 326 | 0.68 | 26 |
Claims (10)
1. A hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure is characterized by comprising the following steps:
step 1), pour lining structure (2) and surrounding rock stratum (4) that the height is the same, and the terminal surface flushes, wherein pour lining structure (2) and include: binding a steel reinforcement cage of the lining structure (2) according to the design size, pouring and maintaining the lining structure (2) by using concrete meeting the required design strength, and embedding a monitoring instrument (51) at the position to be detected in the lining structure (2); the step of casting the surrounding rock layer (4) comprises the following steps: according to a design template, pouring the surrounding rock stratum (4) into a specific shape in a layered mode and maintaining, and embedding a monitoring instrument (51) at a position needing to be detected in the surrounding rock stratum (4) in the same way;
step 2), install outer water pressure loading mechanism (3) in reaction wall main part (1), include: a water pressure pipe (33) is arranged at the external interface of a water injection valve joint (114) on the reaction wall main body (11), and a pressurizing water pump (31) and a water pressure gauge (32) are arranged at the other end of the water pressure pipe (33);
step 3), lining cutting structure (2) and surrounding rock stratum (4) in installation counterforce wall main part (11) include: vertically hoisting the lining structure (2) which is poured and cured into the inner cavity of the reaction wall main body (11); the pouring and maintaining completion surrounding rock stratum (4) is tightly attached to the outer wall of the lining structure (2) according to the layering sequence and is built by mortar;
step 4), mounting and sealing the upper cover plate (12), comprising: rubber sealing rings are arranged at the opening boss of the reaction wall main body (11) and the top of the lining structure (2), a sealing steel plate (13) is covered in each sealing ring, an upper cover plate (12) is covered on each sealing steel plate (13), the lining structure (2) is connected with the sealing steel plates (13) and the upper cover plate (12) through bolts, and the reaction wall main body (11) is connected with the upper cover plate (12) through bolts; in addition, a data line of a monitoring instrument (51) pre-buried in the lining structure (2) is led out through a first instrument cable outlet (131) on a hollow sealing steel plate (13) of the lining structure (2) and a third instrument cable outlet (121) on the upper cover plate (12) in sequence; a data line of a monitoring instrument (51) pre-buried in the surrounding rock stratum (4) is led out through a second instrument cable outlet (133) on the sealing steel plate (13) and a fourth instrument cable outlet (123) on the upper cover plate (12) in sequence;
step 5), external water pressure loading: the method comprises the following steps: after the bottom of the lining structure (2), the inner wall of the lining structure (2), a first instrument cable outlet (131), a third instrument cable outlet (121), a second instrument cable outlet (133), a fourth instrument cable outlet (123) and the periphery of a sealing steel plate (13) are sealed, according to an experimental scheme, a pressurizing water pump (31) is opened to inject water into an outer pressurizing cavity formed between the inner wall of the periphery of the reaction wall (1) and the outer wall of the lining structure (2);
step 6), data monitoring and processing, including: and connecting the data line of the led-out monitoring instrument (51) to a data acquisition instrument (52) for data acquisition, then connecting the data line to a computer, acquiring and post-processing the acquired data such as stress strain, water pressure and the like through data acquisition software, and analyzing the stability of the surrounding rock structure (4) and the stress-strain relationship of steel bars and concrete in the lining structure (2) under different external water pressure loads.
2. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 1, wherein: the hydraulic tunnel surrounding rock and lining structure simulation device considering the external water pressure comprises a reaction wall (1) of the three-dimensional hollow shell structure, and a third instrument cable outlet (121) is formed in the center of the top end of the reaction wall (1); the hollow cylindrical lining structure (2) is vertically arranged in the center of the inner cavity of the reaction wall (1), the height of the lining structure (2) is the same as that of the inner cavity of the reaction wall (1), the end face of the lining structure is flush, the hollow inner diameter of the lining structure (2) is the same as the diameter of a cable outlet (121) of a third instrument, so that an external pressure cavity is formed between the peripheral inner wall of the reaction wall (1) and the outer wall of the lining structure (2), and a three-dimensional surrounding rock layer (4) is arranged on the outer wall of the lining structure (2) in the external pressure cavity; the reaction wall (1) is also provided with an external water pressure loading mechanism (3), and the external water pressure loading mechanism (3) is used for applying external water pressure towards the periphery and the center to the surrounding rock layer (4) and the lining structure (2) through an external pressure cavity; the simulation device further comprises monitoring systems (5) which are pre-buried in the surrounding rock layer (4) and the lining structure (2) respectively, and the monitoring systems (5) are used for carrying out data acquisition and analysis on external water pressure in the surrounding rock layer (4) and stress and strain in the lining structure (2).
3. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 2, wherein: in the step 1), a disposable pervious concrete structure (41) and a circulating pervious concrete structure (42) are sequentially arranged on the surrounding rock stratum (4) from inside to outside, and the disposable pervious concrete structure (41) and the circulating pervious concrete structure (42) respectively comprise a first cushion layer, a first stress layer, a second stress layer, a third stress layer and a second cushion layer which are sequentially arranged from the lower end to the upper end; horizontal lubrication layers (44) are arranged between the first cushion layer and the first stress layer and between the third stress layer and the second cushion layer, and horizontal mortar layers (43) are arranged between the first stress layer and the second stress layer and between the second stress layer and the third stress layer.
4. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 3, wherein: in the step 1), the lining structure (2) comprises a hollow cylindrical structure (21) and flanges (22) arranged at the upper end and the lower end of the hollow cylindrical structure, the hollow inner diameter of the hollow cylindrical structure (21) is the same as the inner diameter of the flanges (22), grouting rings (23) are arranged on the outer side of the hollow cylindrical structure (21) from the lower end to the upper end, and the outer diameter of the grouting rings (23) is the same as the outer diameter of the flanges (22); the peripheries of the two circular flanges (22) respectively correspond to a first cushion layer and a second cushion layer in the disposable pervious concrete structure (41) and the circulating pervious concrete structure (42), and the periphery of the hollow cylindrical structure (21) corresponds to a first stress layer, a second stress layer and a third stress layer in the disposable pervious concrete structure (41) and the circulating pervious concrete structure (42).
5. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 4, wherein: in the step 2), the reaction wall (1) is formed by welding steel plates and comprises a reaction wall main body (11) which is provided with an opening at the upper end and a boss on the inner wall of the opening and has a three-dimensional hollow shell structure, the reaction wall main body (11) comprises a first reinforcing rib (113) which is provided with a longitudinally and transversely crossed structure on the outer peripheral wall of the reaction wall main body, a water injection valve connector (114) is arranged on one side of the opening end of the reaction wall main body (11), and a water drainage valve connector (115) is arranged at a corresponding position on the opposite side of the water injection valve connector (114).
6. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 5, wherein: in the step 3), a positioning steel ring (119) for positioning the lining structure (2) is welded at the inner cavity of the lining structure (2) bottom hoisting reaction wall main body (11), and the inner diameter of the positioning steel ring (119) is the same as the outer diameter of the flange plate (22).
7. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 6, wherein: in the step 4), the peripheral outer edges of the opening end of the reaction wall main body (11) are respectively provided with a first bolt hole (112) for connecting with the upper cover plate (12); the sealing steel plate (13) is also provided with second bolt holes (132) positioned around the first instrument cable outlet (131); the upper cover plate (12) comprises second reinforcing ribs (125) which are arranged on the outer surface and have a crisscross structure, third bolt holes (122) which are positioned on the periphery of a third instrument cable outlet (121) and correspond to the second bolt holes (132) are further formed in the upper cover plate (12), and fourth bolt holes (124) which correspond to the first bolt holes (112) are further formed in the periphery of the upper cover plate (12); and fifth bolt holes (221) corresponding to the second bolt holes (132) are formed in the periphery of the flange plate (22) at the upper end of the lining structure (2), and the flange plate (22) at the upper end and the sealing steel plate (13) are sealed through rubber sealing rings.
8. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 7, wherein: in the step 5), the bottom of the lining structure (2) is sealed by pouring epoxy resin with the thickness of 40-60 mm on the bottom of the lining structure (2); the inner wall of the lining structure (2) is sealed by firstly placing a PVC pipe with the diameter slightly smaller than the inner diameter of the lining structure (2) in the lining structure (2) and then filling epoxy resin between the inner wall of the lining structure (2) and the PVC pipe; the second instrument cable outlet (133) and the fourth instrument cable outlet (123) are filled and sealed by epoxy resin glue; the joints of the peripheries of the sealing steel plates (13) and the reaction wall main body (11) are sealed by full-length welding.
9. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 3, wherein: when each layer of the disposable permeable concrete structure (41) and the circulating permeable concrete structure (42) are installed, an angle of 5-10 degrees is formed between the adjacent directions, so that the disposable permeable concrete structure (41) and the circulating permeable concrete structure (42) in the four directions have appropriate deformation spaces.
10. The hydraulic tunnel surrounding rock and lining structure simulation test method considering external water pressure as claimed in claim 4, wherein: and the distance between the upper end and the lower end of the hollow cylindrical structure (21) is 0.05-0.15 m, and the outer wall of the hollow cylindrical structure (21) is gradually thickened to the outer diameter of the flange plate (22).
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