CN112504935A - Tunnel seepage test device - Google Patents
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- CN112504935A CN112504935A CN202011336423.2A CN202011336423A CN112504935A CN 112504935 A CN112504935 A CN 112504935A CN 202011336423 A CN202011336423 A CN 202011336423A CN 112504935 A CN112504935 A CN 112504935A
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Abstract
本发明属于土工工程试验领域，涉及一种隧道渗流试验装置，主体结构包括模型箱、前盖板、后盖板和隧道模型，模型箱的正面设置有前盖板，模型箱的背面设置有后盖板，前盖板与后盖板之间设置有圆形结构的隧道模型，能够根据试验需求，调节不同水头高度、围岩类型，控制盲管排水量，更换隧道模型形状，提高了模型箱的重复利用率，有机玻璃材质的前盖板，使用方便，且易于观察试验过程和现象。试验过程中，水流通过环向盲管收集引流至纵向盲管，通过拱脚处的横向盲管排出隧道模型，根据试验工况排水盲管内可填充不同含量的长绒棉以模拟盲管不同程度的堵塞情况；其结构简单，原理科学可靠，有利于了解不同堵塞程度、不同排水条件下渗流场的演变过程。
The invention belongs to the field of geotechnical engineering tests, and relates to a tunnel seepage test device. The main structure includes a model box, a front cover, a rear cover and a tunnel model. The front of the model box is provided with a front cover, and the back of the model box is provided with a rear cover. A tunnel model with a circular structure is arranged between the cover plate, the front cover plate and the rear cover plate, which can adjust different water head heights, surrounding rock types, control the drainage volume of blind pipes, and change the shape of the tunnel model according to the test requirements. The reuse rate, the front cover made of plexiglass, is easy to use, and it is easy to observe the test process and phenomenon. During the test, the water flow is collected and drained through the annular blind pipe to the longitudinal blind pipe, and then discharged from the tunnel model through the horizontal blind pipe at the arch foot. According to the test conditions, the drainage blind pipe can be filled with different contents of long-staple cotton to simulate different degrees of blind pipe. It has a simple structure and a scientific and reliable principle, which is conducive to understanding the evolution process of the seepage field under different clogging degrees and different drainage conditions.
Description
The technical field is as follows:
the invention belongs to the field of geotechnical engineering tests, and particularly relates to a tunnel seepage test device which can simulate seepage fields of tunnels with different shapes under the condition of normal drainage and under the condition of blockage of a drainage system.
Background art:
at present, tunnels are well-trained in construction, however, with the increase of operation time, more and more diseases occur in the operation tunnels, according to statistics, about 30% of tunnels have serious water leakage, and long-term water leakage of the tunnels can cause equipment damage in the tunnels, lining corrosion, wet and smooth road surfaces and water environment damage around the tunnels. Therefore, the harm of tunnel water leakage can be seen, and one important reason is that the mechanism of the tunnel structure in the seepage field is not well understood. For a tunnel seepage model, the stress of the structure under the seepage and load multi-factor coupling action is complex, certain complexity and limitation exist in theoretical calculation, and a model test is an economic and effective method for monitoring the mechanical parameters and the drainage flow of the tunnel under different water level conditions and effectively reflecting the relation between the tunnel structure and the seepage field.
For example, a tunnel seepage test system introduced in journal of rock mechanics and engineering in 2018, stage 10 consists of a seepage field environment box, a seepage field control system, a reverse filtration layer and a data acquisition system, the overall size is 4m × 0.7m × 4m, the tunnel seepage test system has no visible window, visual observation in the test process cannot be realized, and the tunnel seepage test system cannot test lining structures in different shapes. The tunnel seepage field model test system disclosed in the Chinese patent 201510334858.6 comprises a seepage model box body and a data acquisition device for acquiring water pressure and seepage flow, wherein the top of the box body is provided with a pressure gauge, the bottom of the side wall of the box body is provided with a drainage overflow hole, the top end of the side wall of the box body is provided with a model box upper water inlet hole, and the bottom end of the side wall is provided with a model box lower water inlet hole; two opposite side walls of the box body are provided with tunnel holes; the two ends of the fixed reinforcement cage are welded and fixed on the inner wall of the hole edge of the tunnel hole, the two ends of the inner reinforcement cage in the outer reinforcement cage and the outer reinforcement cage are aligned with the tunnel hole, the two ends of the inner reinforcement cage are connected with the flange plate through inner ring bolts of the flange plate, outer ring bolts of the flange plate are fixed on the outer wall of the hole edge of the tunnel hole of the box body in a threaded manner, and the two ends of the outer reinforcement cage are clamped on clamping grooves in the inner surface of the flange plate; the flange plate is provided with a cover plate which can cover the inner hole of the flange plate; the end surfaces of the fixed reinforcement cage, the inner reinforcement cage and the outer reinforcement cage, the tunnel hole and the inner hole of the flange plate are all U-shaped; a soil isolation layer formed by mixing a fine steel wire mesh and non-woven fabrics is wrapped outside the fixed steel reinforcement cage; a soil isolation plate in the construction period is connected between the outer reinforcement cage and the inner reinforcement cage through threads; a tunnel face water baffle is fixed on the inner surface of the inner reinforcement cage through threads; and during construction period soil-separating plate and face breakwater are located same vertical cross-section, the mold box on intake hole or mold box intake hole under link to each other with portable water tank device, the concrete structure of portable water tank device is: the movable water tank is arranged on a lifting platform of the lifting water tank frame, a water inlet of the movable water tank is connected with a submersible pump arranged in a fixed water tank below the lifting platform through a hose, and a water outlet at the bottom of the movable water tank is connected with an upper water inlet hole of the model box or a lower water inlet hole of the model box through a hose; the test method for simulating the tunnel seepage field in the construction period by the tunnel seepage field model test system in the construction and operation periods comprises the following steps: A. laying and filling rock-soil bodies simulating the surrounding rock into a box body of a seepage model box in a layered mode according to the set compactness; pre-burying a water pressure gauge in a rock-soil layer; B. filling rock-soil bodies simulating surrounding rocks on the right side of the soil isolation plate in the construction period between the outer reinforcement cage and the inner reinforcement cage, filling a reinforced rock-soil layer simulating rock mass in a grouting reinforcement area on the left side of the soil isolation plate in the construction period, and pre-burying a water pressure gauge in the reinforced rock-soil layer; the geotextile is attached to the inner wall of the inner reinforcement cage on the left side of the tunnel face water baffle to simulate the lining of the tunnel; C. rock-soil bodies simulating surrounding rocks are filled in the right side of the face water baffle in the inner steel reinforcement cage, and a cover plate of a flange plate on the right side is covered; D. connecting a water outlet at the bottom of the movable water tank with an upper water inlet hole or a lower water inlet hole of the model box, and adjusting the movable water tank to a set height; E. collecting the water pressure of a rock-soil body between the inner reinforcement cage and the outer reinforcement cage, the water pressure of the rock-soil body laid in the box body and the water amount flowing out of a flange plate which is not covered by the cover plate; finishing the test, namely simulating and obtaining seepage field distribution of the tunnel in the construction period under the conditions of specific surrounding rock and grouting reinforcement and water inflow of the tunnel under the condition of tunnel face water retaining; F. dismantling the face water baffle in the inner reinforcement cage, and collecting the water pressure of the rock-soil mass between the inner reinforcement cage and the outer reinforcement cage, the water pressure of the rock-soil mass laid in the box body and the water amount flowing out of the flange plate which is not covered by the cover plate; finishing the test, namely simulating and obtaining seepage field distribution and total water inflow in the tunnel construction period under the specific surrounding rock and grouting reinforcement conditions; the test method for simulating the tunnel seepage field in the operation period by the tunnel seepage field model test system in the construction and operation period comprises the following steps: A. removing the soil isolation plate and the tunnel face water baffle in the inner reinforcement cage during the construction period between the outer reinforcement cage and the inner reinforcement cage; B. laying and filling rock-soil bodies simulating the surrounding rock into a box body of a seepage model box in layers according to different compaction degrees; pre-burying a water pressure gauge in a rock-soil body; C. filling a reinforced rock-soil layer of a rock mass in a simulated grouting reinforcement area between the outer reinforcement cage and the inner reinforcement cage, and pre-burying a water pressure gauge in the reinforced rock-soil layer; the geotextile is attached to the inner wall of the inner reinforcement cage to simulate the lining of the tunnel; a tubular precast concrete secondary lining with a horseshoe-shaped input end is arranged in the inner reinforcement cage; D. connecting a water outlet at the bottom of the movable water tank with an upper water inlet hole or a lower water inlet hole of the model box, and adjusting the movable water tank to a set height; E. collecting the water pressure of a rock-soil body between the inner reinforcement cage and the outer reinforcement cage, the water pressure of the rock-soil body laid in the box body and the water amount flowing out of the flange; and (5) finishing the test, namely simulating and obtaining the seepage field distribution and the water discharge of the tunnel in the operation period under the specific surrounding rock and grouting reinforcement conditions. The method can research the change rule of the tunnel seepage field in the construction period and the operation period, but only simplifies the tunnel drainage system without considering the circumferential blind pipes and the longitudinal blind pipes of the tunnel. Therefore, a tunnel seepage test device is researched and designed to truly and comprehensively simulate the seepage field of a tunnel water-proofing and drainage system and monitor the change of the seepage field.
The invention content is as follows:
the invention aims to overcome the defects in the prior art and seek to design a tunnel seepage test device so as to truly and comprehensively simulate the seepage field of a tunnel waterproof and drainage system and monitor the change process of the seepage field under different working conditions.
In order to achieve the purpose, the main structure of the tunnel seepage test device comprises a model box 1, a front cover plate 6, a rear cover plate 9 and a tunnel model 11; the front side of the model box 1 is provided with a front cover plate 6, the back side of the model box 1 is provided with a back cover plate 9, and a tunnel model 11 with a circular structure is arranged between the front cover plate 6 and the back cover plate 9.
The top of a model box 1 related by the invention is provided with 2-4 circular or rectangular lifting rings 2, the upper part of the model box 1 is provided with an upper water inlet 3, the lower part of the model box 1 is provided with a lower water inlet 4, the side wall of the model box 1 is provided with a plurality of wire passing holes 5, the model box 1 is in bolt connection with a front cover plate 6, a front cover plate gasket 7 and a front cover plate O-shaped sealing ring 8 are arranged between the model box 1 and the front cover plate 6, the model box 1 is in bolt connection with a rear cover plate 9, a rear cover plate O-shaped sealing ring 10 is arranged between the model box 1 and the rear cover plate 9, the outer wall of a tunnel model 11 is provided with a plurality of non-closed annular blind pipes 12, the end parts of the annular blind pipes 12 are provided with transverse blind pipes 13, the joints of the annular blind pipes 12 and the transverse blind pipes 13 are provided with longitudinal.
The model box 1 and the rear cover plate 9 are made of stainless steel; the front cover plate 6 is made of organic glass, so that the test process is convenient to observe; the diameter of the front cover plate 6 is larger than that of the rear cover plate 9; the front cover plate gasket 7, the front cover plate O-shaped sealing ring 8 and the rear cover plate O-shaped sealing ring 10 have sealing functions so as to prevent leakage; the cross-sectional shape of the tunnel model 11 includes a circle, a horseshoe shape and a straight strong shape; the annular blind pipe 12, the transverse blind pipe 13 and the longitudinal blind pipe 14 are connected through a quick-insertion equal-diameter tee joint; the circumferential blind pipe 12, the transverse blind pipe 13 and the longitudinal blind pipe 14 are all polypropylene PP pipes.
The tunnel seepage test device can simulate the seepage fields of tunnel models 11 with circular, horseshoe-shaped and straight wall-shaped cross sections in different surrounding rock types under the normal drainage condition and the blockage condition of the tunnel so as to obtain the influence of different water head heights on the stress condition and the seepage field of the tunnel models 11 under the normal condition, the change rule of drainage and water pressure under the blockage condition and the change rule of the seepage field.
Compared with the prior art, the invention can adjust different water head heights and surrounding rock types according to test requirements, control the drainage quantity of the blind pipe, change the shape of the tunnel model, improve the repeated utilization rate of the model box, and has the advantages of convenient use and easy observation of the test process and phenomena due to the front cover plate made of organic glass. In the test process, water flow is collected and drained to a longitudinal blind pipe through a circumferential blind pipe, the water flow is discharged out of the tunnel model through a transverse blind pipe at an arch foot, and long stapled cotton with different contents can be filled in the drainage blind pipe according to the test working condition so as to simulate the blocking conditions of the blind pipe in different degrees; the tunnel seepage flow test device is simple in structure, scientific and reliable in principle, beneficial to understanding the evolution process of the seepage flow field under different blocking degrees and different drainage conditions, beneficial to research of the tunnel seepage flow rule, and capable of providing test basis for optimization of a tunnel drainage system.
Description of the drawings:
fig. 1 is a schematic diagram of the principle of the main structure of the present invention.
Fig. 2 is a side view of the body structure of the present invention.
Fig. 3 is a sectional view of the main structure of the present invention.
Fig. 4 is a perspective view of a tunnel model according to the present invention.
Fig. 5 is a schematic cross-sectional view of a tunnel model according to the present invention.
The specific implementation mode is as follows:
the invention is further described below by way of an embodiment example in conjunction with the accompanying drawings.
Example 1:
the main structure of the tunnel seepage test device related to the embodiment comprises a model box 1, a lifting ring 2, an upper water inlet 3, a lower water inlet 4, a wire passing hole 5, a front cover plate 6, a front cover plate gasket 7, a front cover plate O-shaped sealing ring 8, a rear cover plate 9, a rear cover plate O-shaped sealing ring 10, a tunnel model 11, a circumferential blind pipe 12, a transverse blind pipe 13 and a longitudinal blind pipe 14; the top of a model box 1 with an internal hollow rectangular structure is provided with 2 circular or rectangular lifting rings 2, the upper part of the model box 1 is provided with an upper water inlet 3, the lower part of the model box 1 is provided with a lower water inlet 4, the side wall of the model box 1 is provided with a plurality of circular structure wire passing holes 5, the front of the model box 1 is provided with a circular structure front cover plate 6, the model box 1 is in bolted connection with the front cover plate 6, a circular structure front cover plate gasket 7 and a front cover plate O-shaped sealing ring 8 are arranged between the model box 1 and the front cover plate 6, the back of the model box 1 is provided with a circular structure rear cover plate 9, the model box 1 is in bolted connection with the rear cover plate 9, a circular structure rear cover plate O-shaped sealing ring 10 is arranged between the model box 1 and the rear cover plate 9, a circular structure tunnel model 11 is arranged between the front cover plate 6 and the rear cover plate 9, the outer wall of the tunnel model 11 is provided, the end part of the annular blind pipe 12 is provided with a transverse blind pipe 13, the joint of the annular blind pipe 12 and the transverse blind pipe 13 is provided with a longitudinal blind pipe 14, and the two longitudinal blind pipes 14 are parallel to each other.
Example 2:
the tunnel seepage test device related to the embodiment simulates the seepage field under the normal drainage condition of the tunnel in the following steps: paving a crushed stone layer with the thickness of 5cm around the side wall of the model box 1 to accelerate the seepage velocity of underground water, filling similar materials of the surrounding rocks in layers to simulate the surrounding rocks, wherein the filling thickness of each layer is 20cm, manually tamping each layer after filling, placing the prefabricated tunnel model 11 in the middle of the model box 1 when the filling thickness is 60cm, attaching a plurality of layers of woven geotextiles with permeability coefficients meeting requirements to the outer wall of the tunnel model 11 to simulate the primary support of the tunnel, embedding a micro water pressure gauge and a strain gauge subjected to waterproof treatment in a specified position around the tunnel model 11, leading out wires of the micro water pressure gauge and the strain gauge from the wire passing hole 5, and continuously filling the similar materials of the surrounding rocks with the thickness of 140 cm; respectively connecting an upper water inlet 3 and a lower water inlet 4 with a tap water pipe, opening the lower water inlet 4 to slowly inject water into the simulation box 1 to fully saturate surrounding rock similar materials, observing the seepage condition of the tunnel model 11 through a front cover plate 6, collecting water from an annular blind pipe 12 and collecting the water to a longitudinal blind pipe 14 in the process that the water level is gradually increased from 0m to 2m, discharging the water out of the tunnel model 11 through a transverse blind pipe 13, and recording the drainage flow of the transverse blind pipe 13 and data measured by a micro water pressure gauge and a strain gauge after the flow of the transverse blind pipe 13 is stable; the influence of different water head heights on the stress condition and the seepage field of the tunnel model 11 under the normal drainage condition is obtained through calculation; and (4) replacing tunnel models 11 with different surrounding rock materials and different cross-sectional shapes according to the test working conditions for testing.
Example 3:
the process that the tunnel seepage flow test device that this embodiment relates to simulated seepage flow field under the tunnel jam condition does: paving a crushed stone layer with the thickness of 5cm around the side wall of the model box 1 to accelerate the seepage velocity of underground water, filling materials similar to the surrounding rocks in layers to simulate the surrounding rocks, wherein the filling thickness of each layer is 20cm, manually compacting each layer after filling, placing the prefabricated tunnel model 11 in the middle of the model box 1 when the filling thickness is 60cm, attaching a plurality of layers of woven geotextiles with the permeability coefficient meeting the requirement to the outer wall of the tunnel model 11 to simulate the initial support of the tunnel, filling the annular blind pipe 12 and the longitudinal blind pipe 14 with long stapled cotton with different contents, simulating the physical blocking conditions of the annular blind pipe 12 and the longitudinal blind pipe 14 with different degrees to control the water discharge amount, selecting the filling content of the long stapled cotton according to the test working conditions, burying a micro-hydrostatic pressure meter and a strain gauge subjected to waterproof treatment at the designated position around the tunnel model 11, and leading out the leads of the micro hydrostatic pressure meter and the strain gauge from the wire passing hole 5, continuously filling 140cm of surrounding rock similar material; respectively connecting an upper water inlet 3 and a lower water inlet 4 with tap water pipes, opening the lower water inlet 4 to slowly inject water into a model box 1, observing the seepage condition of a tunnel model 11 through a front cover plate 6, collecting water from a circumferential blind pipe 12 and collecting the water to a longitudinal blind pipe 14 in the process that the water level is gradually increased from 0m to 2m, discharging the tunnel model 11 through a transverse blind pipe 13, and recording the drainage flow of the transverse blind pipe 13 and data measured by a micro-hydraulic pressure meter and a strain gauge after the flow of the transverse blind pipe 13 is stable; calculating to obtain the change rule of the drainage and water pressure under the condition of blockage and the change rule of the seepage field; and (4) replacing tunnel models 11 with different surrounding rock materials and different cross-sectional shapes according to the test working conditions for testing.
Claims (7)
1. The tunnel seepage test device is characterized in that the main structure comprises a model box, a front cover plate, a rear cover plate and a tunnel model; the front side of the model box is provided with a front cover plate, the back side of the model box is provided with a back cover plate, and a tunnel model with a circular structure is arranged between the front cover plate and the back cover plate.
2. The tunnel seepage test device of claim 1, wherein 2-4 circular or rectangular rings are disposed on the top of the mold box, an upper water inlet is disposed on the upper portion of the mold box, a lower water inlet is disposed on the lower portion of the mold box, a plurality of wire passing holes are disposed on the side wall of the mold box, the mold box is in bolted connection with the front cover plate, a front cover plate gasket and a front cover plate O-shaped sealing ring are disposed between the mold box and the front cover plate, the mold box is in bolted connection with the rear cover plate, a rear cover plate O-shaped sealing ring is disposed between the mold box and the rear cover plate, a plurality of non-closed circumferential blind pipes are disposed on the outer wall of the tunnel model, a transverse blind pipe is disposed at the end of the circumferential blind pipe, a longitudinal blind pipe is disposed at the junction of the circumferential blind pipe and the transverse blind pipe.
3. The tunnel seepage testing device of claim 1, wherein the model box and the back cover plate are both made of stainless steel; the front cover plate is made of organic glass, so that the test process is convenient to observe; the diameter of the front cover plate is larger than that of the rear cover plate; the cross-sectional shape of the tunnel model includes a circle, a horseshoe shape and a straight strong shape.
4. The tunnel seepage testing device of claim 2, wherein the front cover plate gasket, the front cover plate O-shaped sealing ring and the rear cover plate O-shaped sealing ring have sealing functions to prevent leakage; the annular blind pipe, the transverse blind pipe and the longitudinal blind pipe are connected through a quick-insertion equal-diameter tee joint; the annular blind pipe, the transverse blind pipe and the longitudinal blind pipe are all polypropylene PP pipes.
5. The tunnel seepage test device of any one of claims 1-4, wherein the tunnel seepage test device is capable of simulating seepage fields of tunnel models with circular, horseshoe-shaped and straight wall-shaped cross sections in different surrounding rock types under the normal drainage condition and the blockage condition of the tunnel so as to obtain the influence of different water head heights on the stress condition and the seepage field of the tunnel model under the normal condition, the change rule of drainage and water pressure under the blockage condition and the change rule of the seepage field.
6. The tunnel seepage test device of claim 5, wherein the process of simulating the seepage field under the condition of normal drainage of the tunnel is as follows: paving a crushed stone layer with the thickness of 5cm around the side wall of the model box to accelerate the seepage velocity of underground water, filling surrounding rock similar materials in a layering manner to simulate surrounding rocks, wherein the filling thickness of each layer is 20cm, manually tamping each layer after filling, placing the prefabricated tunnel model in the middle of the model box when the filling thickness is 60cm, attaching a plurality of layers of woven geotextiles with permeability coefficients meeting requirements to the outer wall of the tunnel model to simulate the initial support of the tunnel, embedding a micro water pressure gauge and a strain gauge subjected to waterproof treatment in a specified position around the tunnel model, leading out wires of the micro water pressure gauge and the strain gauge from a wire passing hole, and continuously filling 140cm of the surrounding rock similar materials; respectively connecting an upper water inlet and a lower water inlet with a tap water pipe, opening the lower water inlet to slowly inject water into the simulation box 1 to fully saturate surrounding rock similar materials, observing the seepage condition of the tunnel model through a front cover plate, collecting water from the annular blind pipes and collecting the water to the longitudinal blind pipes in the process that the water level is gradually increased from 0m to 2m, discharging the tunnel model through the transverse blind pipes, and recording the drainage flow of the transverse blind pipes and data measured by the miniature water pressure gauge and the strain gauge after the flow of the transverse blind pipes is stable; calculating to obtain the influence of different water head heights on the stress condition and the seepage field of the tunnel model under the normal drainage condition; and (4) replacing tunnel models with different surrounding rock materials and different cross-sectional shapes according to the test working conditions to perform the test.
7. The tunnel seepage test device of claim 5, wherein the process of simulating the seepage field under the condition of tunnel blockage is as follows: paving a crushed stone layer with the thickness of 5cm around the side wall of the model box to accelerate the seepage velocity of underground water, filling materials similar to surrounding rocks in a layered mode, to simulate the surrounding rock, the filling thickness of each layer is 20cm, each layer is manually tamped after the filling is finished, when the filling thickness is 60cm, the prefabricated tunnel model is arranged in the middle of the model box, the outer wall of the tunnel model is attached with a plurality of layers of woven geotextiles with permeability coefficients meeting the requirement, the initial support of the tunnel is simulated, the annular blind pipe and the longitudinal blind pipe are filled with long stapled cotton with different contents, the physical blocking conditions of the annular blind pipe and the longitudinal blind pipe with different degrees are simulated to control the water discharge, the filling content of the long stapled cotton is selected according to the test working condition, embedding a micro-hydrostatic meter and a strain gauge subjected to waterproof treatment at a specified position around the tunnel model, leading out wires of the micro-hydrostatic meter and the strain gauge from a wire passing hole, and continuously filling 140cm of surrounding rock similar material; respectively connecting an upper water inlet and a lower water inlet with a tap water pipe, opening the lower water inlet to slowly inject water into a model box, observing the seepage condition of the tunnel model through a front cover plate, collecting water from the annular blind pipes and collecting the water to the longitudinal blind pipes in the process that the water level is gradually increased from 0m to 2m, discharging the tunnel model through the transverse blind pipes, and recording the drainage flow of the transverse blind pipes and data measured by the miniature water pressure meter and the strain gauge after the flow of the transverse blind pipes is stable; calculating to obtain the change rule of the drainage and water pressure under the condition of blockage and the change rule of the seepage field; and (4) replacing tunnel models with different surrounding rock materials and different cross-sectional shapes according to the test working conditions to perform the test.
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