CN114839126A - Test device for simulating and testing back water pressure of karst tunnel - Google Patents
Test device for simulating and testing back water pressure of karst tunnel Download PDFInfo
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- CN114839126A CN114839126A CN202210364484.2A CN202210364484A CN114839126A CN 114839126 A CN114839126 A CN 114839126A CN 202210364484 A CN202210364484 A CN 202210364484A CN 114839126 A CN114839126 A CN 114839126A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 158
- 238000012360 testing method Methods 0.000 title claims abstract description 37
- 230000000903 blocking effect Effects 0.000 claims abstract description 20
- 238000002347 injection Methods 0.000 claims abstract description 17
- 239000007924 injection Substances 0.000 claims abstract description 17
- 238000005192 partition Methods 0.000 claims abstract description 13
- 239000002689 soil Substances 0.000 claims abstract description 9
- 239000011148 porous material Substances 0.000 claims abstract description 8
- 239000004746 geotextile Substances 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims description 16
- 238000007789 sealing Methods 0.000 claims description 12
- 239000003822 epoxy resin Substances 0.000 claims description 4
- 229920000647 polyepoxide Polymers 0.000 claims description 4
- 239000008400 supply water Substances 0.000 claims description 2
- 238000004088 simulation Methods 0.000 description 9
- 238000002474 experimental method Methods 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000002425 crystallisation Methods 0.000 description 4
- 230000008025 crystallization Effects 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000000034 method Methods 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 239000004745 nonwoven fabric Substances 0.000 description 3
- 239000013078 crystal Substances 0.000 description 2
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- 239000004593 Epoxy Substances 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
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- 238000004140 cleaning Methods 0.000 description 1
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- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
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- 239000003292 glue Substances 0.000 description 1
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- 230000003204 osmotic effect Effects 0.000 description 1
- RECVMTHOQWMYFX-UHFFFAOYSA-N oxygen(1+) dihydride Chemical compound [OH2+] RECVMTHOQWMYFX-UHFFFAOYSA-N 0.000 description 1
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
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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
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The invention discloses a test device for simulating and testing water pressure behind a karst tunnel, which comprises a box body, a partition plate with holes, a tunnel model and a lifting water tank, wherein the box body is provided with a plurality of holes; the box body is divided into a tunnel space and a water injection space by the clapboard with holes; the lower part of the water injection space is provided with a water inlet which is connected to a water outlet of the lifting water tank through a pipeline; the tunnel model is provided with a plurality of drain holes, and the outer wall of the tunnel model is wrapped with geotextile; the outer wall of the tunnel model is also provided with a pore water pressure gauge and a strain gauge in an annular manner; two ends of the tunnel model are respectively fixed on two opposite surfaces of the tunnel space of the box body and are positioned at the middle lower part of the box body; two ends of the tunnel model are closed, and at least one end of the tunnel model is provided with a water outlet; and in the tunnel space of the box body, soil is also buried outside the tunnel model. Compared with the prior art, the invention can accurately control the blocking degree and the blocking position of the lining drainage system, and can measure the water pressure distribution and the lining stress under various blocking conditions; the structure of the karst channel is closer to the real karst cavity.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a test device for simulating and testing water pressure behind a karst tunnel.
Background
In areas with many typical karst landforms, which are areas with well developed karst, engineering construction inevitably encounters many problems with karst geology, including drainage blockage caused by crystal precipitation of karst water. The drainage system is blocked to induce diseases, so that the normal use function of the structure is influenced, the drainage is not smooth, the hidden dangers such as surface water accumulation and the like are caused, and the problem of the bearing capacity of the structure is caused by additional water pressure. The prior art about the pipe blockage by karst crystallization focuses on three aspects of crystallization prevention, crystal cleaning and crystallization mechanism cause analysis. At present, additional water pressure monitoring caused by crystallization blockage and an experimental device and method for simulating and exploring a water pressure distribution rule are difficult to accurately control the blockage degree of a drainage system and simulate the influence of a real dissolving cavity on tunnel lining.
A karst tunnel lining hydraulic pressure deformation monitoring model experiment system is disclosed in a thesis 'karst tunnel lining hydraulic pressure and deformation monitoring model experiment research' (2020). However, the test system cannot reflect the water pressure change under the blocking working condition of the drainage system, and does not simulate the condition that the water pressure and the soil pressure jointly act on the lining in the actual engineering.
Disclosure of Invention
The invention aims to provide a test device for simulating and testing water pressure at the back of a karst tunnel, which is applied to simulating the blocking condition of a drainage system of a tunnel in a karst area, can accurately control the blocking degree and the blocking position of the drainage system, and under the condition, measures pore water pressure at different positions at the back of a lining and stress at different positions of a lining structure to analyze water pressure distribution regularity and structural stress characteristics under different drainage blocking degrees and establish the relevance between drainage pipe blocking and lining structure safety.
The technical scheme for realizing the purpose of the invention is as follows:
a test device for simulating and testing water pressure behind a karst tunnel comprises a box body, a partition plate with holes, a tunnel model and a lifting water tank; the box body is divided into a tunnel space and a water injection space by the partition plate with holes; the lower part of the water injection space is provided with a water inlet which is connected to a water outlet of the lifting water tank through a pipeline; the tunnel model is provided with a plurality of drain holes, and the outer wall of the tunnel model is wrapped with geotextile; the outer wall of the tunnel model is also provided with a pore water pressure gauge and a strain gauge in an annular manner; two ends of the tunnel model are respectively fixed on two opposite surfaces of the tunnel space of the box body and are positioned at the middle lower part of the box body; two ends of the tunnel model are closed, and at least one end of the tunnel model is provided with a water outlet; and in the tunnel space of the box body, soil is also buried outside the tunnel model.
According to the further technical scheme, the tunnel model comprises a secondary lining and a reinforcement cage; the outer wall of the secondary lining is the same as the inner wall of the reinforcement cage in shape, and the secondary lining can be embedded into the inner wall of the reinforcement cage; the secondary lining is provided with a plurality of drain holes, two ends of each drain hole are sealed by water-stopping sealing covers, and at least one water-stopping sealing cover is provided with a water outlet; two ends of the reinforcement cage are respectively fixed to two opposite surfaces of a tunnel space of the box body, and through holes for embedding or extracting the secondary lining are further arranged at corresponding positions of the reinforcement cage; the pore water pressure gauge and the strain gauge are annularly arranged on the outer wall of the secondary lining, and the geotextile is wrapped on the outer wall of the reinforcement cage.
The technical proposal is further characterized by comprising a rubber plug; the rubber stopper is used for sealing a drain hole of the tunnel model.
The further technical scheme comprises a karst channel; the karst channel is provided with a plurality of water holes, one end of the karst channel is connected to the position of the tunnel model with more than one water drain hole, and the other end of the karst channel is connected to the position of the partition board with holes with more than one holes.
The technical scheme is further that the device further comprises a second clapboard with holes; the box body is divided into a water injection space, a tunnel space and a second water injection space by the partition board with holes and the second partition board with holes; and a water inlet is formed in the lower part of the second water injection space and is connected to a water outlet of the lifting water tank through a pipeline.
According to a further technical scheme, the water injection space of the box body is also provided with a water pump water inlet capable of supplying water through a water pump.
Compared with the prior art, the invention has the advantages that,
1. the blocking degree and the blocking position of the lining drainage system can be accurately controlled, and the water pressure distribution and the lining stress under various blocking conditions can be measured.
2. The karst channel structure is closer to a real karst cavity: underground water can seep into the karst channel when the water level is low, and water directly and quickly flows to the back of the lining through the water falling port of the karst channel when the water level is high.
3. The water injection spaces on the two sides of the box body can quickly lift the water levels on the two sides in the box body, greatly improves the seepage efficiency and is closer to the real underground water seepage state.
Drawings
FIG. 1 is a schematic structural diagram of a test apparatus.
Fig. 2 is a schematic structural view of a reinforcement cage.
FIG. 3 is a schematic view of a secondary lining structure.
FIG. 4 is a flow chart of a test conducted using the test apparatus in the specific example.
The labels in the figure are: 1-box body, 2-clapboard with holes, 3-tunnel model, 4-lifting water tank, 5-water inlet, 6-karst channel, 7-pore water pressure gauge and 8-strain gauge.
Detailed Description
The technical scheme of the invention is further explained by combining the attached drawings and the specific embodiment.
As shown in figure 1, the test device mainly comprises a box body, a lifting water tank and a tunnel model.
The size of the box body is 4m multiplied by 2m multiplied by 3m (length, width and height), the box body is made of steel, two steel partition plates with holes are respectively welded at the positions 0.2m away from the box edge on two sides in the box body, an experimental soil body is isolated at the middle part, and the actual water level height in the box body can be conveniently observed on two sides.
The lifting water tank consists of upright post, lifting support plate fixed on the upright post and water tank body, and is connected to the tank body via water pipe to apply boundary water head height H 0 The water tank can move up and down, so that different water head heights can be realized. Meanwhile, the water tank is provided with an overflow pipe, so that the constant water head is realized.
The tunnel model of this embodiment is determined according to the shallow buried segment tunnel size of the high-speed stone pillar mountain tunnel just built in Zhejiang, and the geometric similarity ratio is 1: 70, the left side and the right side meet the 5 times of hole diameter. The tunnel model is double-layer and simulates a composite lining structure. Of course, the tunnel model of the test device can also adopt a single-layer lining structure according to the test requirements.
1. Tunnel preliminary bracing's mouldPreparing: adopts a horseshoe-shaped annular steel bar net cage (as shown in figure 2), and the outer side of the net cage is wrapped with geotextile. The steel reinforcement mesh cage has the advantage that water can be ensured to freely pass through. Common non-woven fabric (100 g/m) 2 -600g/m 2 ) The osmotic coefficient is 1 ~ 9.9cm/s, is greater than 100m/d promptly, and the water permeability can be greater than the soil body (more than 100 times) in this experiment far away, so this embodiment uses ordinary non-woven fabrics, can play the parcel soil body, does not let the soil body leak outward, and water can freely pass through, does not influence the experimental effect of seepage flow.
2. Simulation of secondary lining of tunnels (see fig. 3): the totally-enclosed horseshoe-shaped section is formed by one-step pouring of double-component high-permeability modified epoxy resin grouting liquid, and is 2m long, 18cm wide, 15cm high and 1cm thick. The pore water pressure gauge and the strain gauge are annularly arranged on the outer wall of the secondary lining. The epoxy tunnel model was embedded in the inner wall of the reinforcement cage in fig. 2.
3. Simulation of a two-lined drainage system:
scheme 1: the simulation of the drainage system adopts a method of replacing pipes by holes, and the drainage system adopts annular drainage holes with different densities for simulation according to different blockage degrees. Drainage holes (without holes at the top) are arranged on two sides of the epoxy resin tunnel model at intervals, and 10 drainage holes are symmetrically arranged in each ring at intervals of 5 cm. The drain holes are sealed by rubber plugs in advance before the test, the condition that the drainage system is completely blocked is simulated, and then the drain holes with different numbers are opened in sequence to realize different blockage of the drainage system. The degree of blockage is quantified by collecting and measuring the water inflow in the tunnel.
The joint between the two lining models and the box body is sealed by waterproof glue, the outer cover is sealed by a water stop cover, the lower end of the sealing cover is provided with a small opening to be connected with a rubber pipe, water seeped out through a drain hole in the tunnel is collected, and the degree of blockage is further quantized and simulated by measuring the water inflow in fixed time.
Scheme 2: and prefabricating a plurality of tunnel secondary lining models with different drain hole numbers and distribution, directly extracting the secondary lining models after completing one blocking working condition, and inserting new models for replacement so as to realize the simulation of different blocking working conditions.
Scheme 3: the transmission connecting rod is connected with the rubber plug of the drain hole, the opening and closing of the drain hole can be controlled without opening the sealing cover, and the quick switching between different blocking working conditions is realized.
4. Flow similarity simulation: according to the principle of flow similarity, the model is sized to determine the length scale C l 70, the model flow is the prototype flow (the aqueous solution with the recovery site karst water ion proportion) and the fluid density scale C ρ 1, viscous scale C ν 1. The experiment is combined to be an underground seepage model experiment, so the Reynolds similarity criterion is selected
The flow of the model flow and other related parameters are calculated, and the specific similarity ratio is calculated as follows:
table 1 model test similarity constants
According to the flow similarity proportion, the theoretical maximum drainage capacity of the tunnel drainage system can be converted into the estimated water inflow when the model drainage hole is fully opened. Taking a certain expressway tunnel in Zhejiang as an example, the theoretical maximum drainage capacity of a drainage system is 8270m 3 D, the total opening water inflow of the drain hole of the tunnel model under the ideal state is 1.68m 3 And/d is 1.17L/min. Therefore, the blocking working condition is simulated in the experiment, and if the actual water inflow of the model is measured to be 0.819L/min and 0.585L/min under the highest water head, the blocking degree of the drainage system can be approximately regarded as 70% and 50%, and so on.
5. Simulation of karst channels (caverns): in the embodiment, a karst channel is simulated by PVC pipelines densely drilled above, the karst channel is connected to a partition plate with holes from the position of an arch shoulder of a tunnel model, water flows enter the karst channel through soil body seepage after the water level rises under the working condition of low water level or non-heavy rainfall, and the water is converged in the channel and directly acts on the back of a lining; under the heavy rainfall working condition, the water pumps on two sides of the box body and the water inlet at the bottom of the box body supply water simultaneously, the water level rises rapidly, water flow is directly poured into the full-filling channel from the right side of the karst channel, rainwater can be simulated during heavy rainfall and directly passes through a dissolving cavity penetrating through a mountain body from a water falling port, rapid seepage is carried out to the back of the tunnel lining, and the condition that the underground water level rises suddenly under the heavy rainfall condition is reduced.
The method of operation of the test apparatus is shown in FIG. 4:
after the test device is installed, the specific operation flow takes the simulation of a plurality of water levels under a complete multi-blockage working condition as an example:
(1) Starting a test, starting to select a full-blocking working condition (usually starting from the working condition with the most serious blockage), and closing all the drain holes (namely rubber plugs are arranged in all the holes);
(2) closing a sealing cover on a box body at the tail end of the tunnel model;
(3) moving the lifting water tank to make the water level at the lowest initial water head H of the working condition 0 Gradually raising the water level from the lowest water head under a plurality of water head working conditions;
(4) under the non-heavy rainfall working condition, only opening a water inlet valve below the test box body; under the condition of heavy rainfall, a lower water inlet of the box body and water pumps on two sides are opened simultaneously; the water injection is started to lift the water level in the tank body, and the lifting water tank head H is controlled during the period 0 Constant;
(5) the water level at two sides in the test chamber reaches H 0 Then, starting reading, and recording the readings of the water pressure gauge and the strain gauge;
(6) collecting and measuring the water inflow amount flowing out of the tunnel model within a fixed time (such as 10 min);
(7) lifting the lifting water tank to the next water head working condition H 1 、H 2 、H 3 …, when the water level on two sides in the tank reaches H 1 、H 2 、H 3 …, recording water pressure and strain reading again, and measuring water inflow within 10 min;
(8) and finishing all water level working conditions under the full-blocking working condition. Closing a water inlet valve, opening a water outlet of the box body, emptying all water in the box, opening a sealing cover, adjusting the number of the opened water outlet holes, and sequentially simulating the working conditions of 20%, 40% and 60% … blockage to finish circulation;
(9) And (4) completing the simulation of all blocking working conditions and water level working conditions, and extracting and arranging all water pressure gauge, strain gauge and water inflow data.
In view of the above, it is desirable to provide,
1. using a reinforcement cage and geotextile (or non-woven fabric) to simulate a primary support, and pouring epoxy resin into a tunnel model to simulate a double-layer lining model structure of a secondary lining;
2. according to the principle of 'taking pipe by hole', a plurality of tiny drainage holes on two linings are used for simulating a drainage system;
3. sealing the drain holes in advance by using rubber plugs, and opening the drain holes in different quantities and distribution according to different plugging working conditions to achieve the aim that a single two-liner model simulates multiple plugging working conditions;
4. the two lining models are integrally cast and formed, and water pressure and structural stress (strain) at the back of the lining can be measured simultaneously.
The embodiment can accurately control the blocking degree of the lining drainage system, can realize the quick switching of working conditions, and can simulate the complex working condition that the water level quickly rises under the condition of heavy rainfall.
Claims (10)
1. A test device for simulating and testing water pressure behind a karst tunnel is characterized by comprising a box body, a partition plate with holes, a tunnel model and a lifting water tank; the box body is divided into a tunnel space and a water injection space by the clapboard with holes; the lower part of the water injection space is provided with a water inlet which is connected to a water outlet of the lifting water tank through a pipeline; the tunnel model is provided with a plurality of drain holes, and the outer wall of the tunnel model is wrapped with geotextile; the outer wall of the tunnel model is also provided with a pore water pressure gauge and a strain gauge in an annular manner; two ends of the tunnel model are respectively fixed on two opposite surfaces of the tunnel space of the box body and are positioned at the middle lower part of the box body; two ends of the tunnel model are closed, and at least one end of the tunnel model is provided with a water outlet; and in the tunnel space of the box body, soil is also buried outside the tunnel model.
2. The experimental device for simulating and testing the water pressure behind the karst tunnel of claim 1, further comprising a rubber plug; the rubber stopper is used for sealing a drain hole of the tunnel model.
3. The experimental facility for simulating and testing the water pressure behind the karst tunnel as claimed in claim 1, wherein the tunnel model comprises a secondary lining and a reinforcement cage; the outer wall of the secondary lining is the same as the inner wall of the reinforcement cage in shape, and the secondary lining can be embedded into the inner wall of the reinforcement cage; the secondary lining is provided with a plurality of drain holes, two ends of each drain hole are sealed by water-stopping sealing covers, and at least one water-stopping sealing cover is provided with a water outlet; two ends of the reinforcement cage are respectively fixed to two opposite surfaces of a tunnel space of the box body, and through holes for embedding or extracting the secondary lining are further arranged at corresponding positions of the reinforcement cage; the pore water pressure gauge and the strain gauge are annularly arranged on the outer wall of the secondary lining, and the geotextile is wrapped on the outer wall of the reinforcement cage.
4. The experimental device for simulating and testing the water pressure behind the karst tunnel of claim 3, further comprising a rubber plug; the rubber stopper is used for sealing the drain hole of the secondary lining.
5. The experimental device for simulating and testing the water pressure behind the karst tunnel of claim 3, wherein the secondary lining is formed by one-step pouring of epoxy resin.
6. The experimental device for simulating and testing the water pressure behind the karst tunnel as claimed in claim 5, wherein the secondary lining is provided in plurality and has the number and distribution of the drainage holes representing different blocking conditions.
7. The experimental device for simulating and testing the water pressure behind the karst tunnel of claim 1, further comprising a karst channel; the karst channel is provided with a plurality of water holes, one end of the karst channel is connected to the position of the tunnel model with more than one water drain hole, and the other end of the karst channel is connected to the position of the partition board with holes with more than one hole.
8. The experimental device for simulating and testing the water pressure behind the karst tunnel as claimed in claim 1, wherein the water injection space of the box body is further provided with a water inlet of a water pump capable of supplying water through the water pump.
9. The experimental device for simulating and testing the water pressure behind the karst tunnel as claimed in claim 1, further comprising a second perforated partition plate; the box body is divided into a water injection space, a tunnel space and a second water injection space by the partition board with holes and the second partition board with holes; and a water inlet is formed in the lower part of the second water injection space and is connected to a water outlet of the lifting water tank through a pipeline.
10. The experimental facility for simulating and testing the water pressure behind the karst tunnel as claimed in claim 9, wherein the second water injection space is further provided with a water inlet of a water pump which can supply water through the water pump.
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| CN202210364484.2A CN114839126A (en) | 2022-04-08 | 2022-04-08 | Test device for simulating and testing back water pressure of karst tunnel |
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| CN202210364484.2A CN114839126A (en) | 2022-04-08 | 2022-04-08 | Test device for simulating and testing back water pressure of karst tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115839822A (en) * | 2023-02-27 | 2023-03-24 | 交通运输部公路科学研究所 | Test system and method for inducing mountain tunnel flooding and drainage process by heavy rainfall |
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2022
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115839822A (en) * | 2023-02-27 | 2023-03-24 | 交通运输部公路科学研究所 | Test system and method for inducing mountain tunnel flooding and drainage process by heavy rainfall |
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