CN101831924B - Simulator for blocking groundwater seepage by underground structure - Google Patents
Simulator for blocking groundwater seepage by underground structure Download PDFInfo
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- CN101831924B CN101831924B CN2010101512973A CN201010151297A CN101831924B CN 101831924 B CN101831924 B CN 101831924B CN 2010101512973 A CN2010101512973 A CN 2010101512973A CN 201010151297 A CN201010151297 A CN 201010151297A CN 101831924 B CN101831924 B CN 101831924B
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Abstract
The invention discloses a simulator for blocking groundwater seepage by an underground structure, belonging to the technical field of building engineering, and comprising a water tank, a model box, baffles, a phreatic aquifer, an aquiclude, a confined aquifer, a displacement meter and a water level observation pipe, wherein the water tank is connected with a model box, the model box is internally and vertically provided with a plurality of baffles, the phreatic aquifer, the aquiclude and the confined aquifer are sequentially and horizontally paved in the model box from the top down, the displacement meter is vertically installed on the surface of the phreatic aquifer, and the water level observation pipe is vertically embedded in the confined aquifer of the model box and sequentially perforates the phreatic aquifer and the aquiclude. By adopting the invention, groundwater three-dimensional seepage and soil mass deformation condition of the soil mass having the underground structure at each moment can be conveniently and efficiently observed, and real, exact and efficient parameters are provided for the design and the construction by analyzing test results, such as water head change, the ground subsidence distribution and the like, thereby the high efficiency and the safety of an urban underground engineering construction can be ensured.
Description
Technical field
What the present invention relates to is a kind of device of technical field of building construction, specifically is a kind of analogue means of blocking groundwater seepage by underground structure.
Background technology
Along with large-scale urban construction, the quantity of underground structure increases gradually.As the part of urban resource, the underground space comes into one's own day by day, has occurred various underground buildings such as basement, underground railway, underground store in the city.Meanwhile, the exploitation of aboveground space has just produced underground structures such as many diaphragm walls, open caisson, pile foundation.The existence of underground structure can change geological environment, and some change be nonvolatil, be difficult to recover.Underground structure hinders phreatic mobile formation, causes surface settlement in various degree.When in the aquifer, having underground structure to insert, there is tangible water-head in the structure both sides, cause that the downstream groundwater table reduces.If it is longer that the downstream water level reduces the duration of phenomenon, will cause the continuous compressive strain of the soil body in downstream, produce bigger ground settlement; If it is very big that the downstream water level reduces the sphere of action of phenomenon, will produce large-area surface settlement, environment is caused adverse influence.This underground structure can pass through the indoor model test observation analysis to the influence of seepage action of ground water and surface settlement.Mostly traditional seepage flow test device is one dimension; Generally can only test the critical hydraulic gradient of soil body osmotic coefficient test or the even seepage flow condition of one dimension, can not simulate underground structure in the actual engineering preferably the influence of underground water three dimensional fluid flow and surface settlement.
Through existing technical literature retrieval is found; Chinese patent document number CN 201265164A; Open day 2009-7-1 has put down in writing a kind of " base pit engineering seepage failure model test apparatus ", and this technology is made up of model groove, water level control, head measurement, four parts of deformation measurement.Can simulate seepage field, stress field and the deformation field of base pit engineering, reproduce the seepage failure situation of base pit engineering, overcome the defective that existing soil body penetration rupture test device can only reflect one dimensional fluid flow.But the seepage flow that this device only limits in the base pit engineering that diaphragm wall exists destroys; The existence that can not simulate underground structure under the failure condition not is to the influence of surrounding environment and the surface subsidence problem that causes; Promptly can not the real-time Simulation pile body, underground structure such as subway, underground pipeline to the situation that influences, the especially underground structure of seepage action of ground water and surface settlement to the influence of artesian water seepage flow and the surface subsidence problem that causes.
Summary of the invention
The present invention is directed to the deficiency of above-mentioned existing experimental rig; A kind of analogue means of blocking groundwater seepage by underground structure is provided; Can observe and study each underground water three dimensional fluid flow and soil deformation situation constantly in the soil body that underground structure exists easily and effectively; Change and result of the tests such as surface settlement distribution through analyzing head, for design and construction provide true, accurate and effective parameter, with ensure the urban underground engineering construction efficiently and safety.
The present invention realizes through following technical scheme; The present invention includes: water tank, model casing, baffle plate, phreatic aquifer, water barrier, artesian aquifer, displacement meter and water-level observation pipe; Wherein: water tank links to each other with model casing; Vertically be provided with some baffle plates in the model casing; Phreatic aquifer, water barrier and artesian aquifer from top to bottom successively level be layed in the model casing, displacement meter vertically is installed in the surface of phreatic aquifer, the water-level observation pipe vertically is embedded in the artesian aquifer of model casing and runs through phreatic aquifer and water barrier successively.
Described model casing inboard is provided with draw-in groove, and described baffle plate is movably set in the draw-in groove.
Described phreatic aquifer is that thickness is silt or the sand of 0.2～0.4m.
Described water barrier is that thickness is the clay of 0.2～0.4m.
Described artesian aquifer is that thickness is the sand of 0.2～0.4m.
Described water-level observation pipe comprises: body, float and seal filter cloth, and wherein: body is the penetrating transparent tube in two ends, and tube wall is marked with scale; Float is movably set in body inside, swims on the liquid level; Seal filter cloth and be fixedly set in the lower end of body.
Described displacement meter is in order to measure the soil deformation that is caused by SEA LEVEL VARIATION.
Compared with prior art; The present invention can the simulate formation works existence to the influence of seepage action of ground water and surface settlement; Reproduce its complicated seepage field, stress field and deformation field, overcome existing soil body flow model in porous media test and only can simulate the one dimensional fluid flow of diaphragm wall existence and the defective of destruction.Through the adjustment depth of fill can Simulation of Excavation Process in diaphragm wall exist the situation that influences of seepage action of ground water and the stratum deformation and the ground settlement situation of change of the upstream and downstream that cause.Can simulate the degree of depth that space enclosing structure in the base pit engineering inserts artesian aquifer to the influence of artesian water seepage flow and the surface settlement distribution situation that causes through the insertion depth of adjustment baffle plate.Through changing multi-form baffle plate, can simulate of the influence of multi-form underground structure to seepage action of ground water and surface settlement.It is applicable to the checking of underground structure to seepage action of ground water and surface settlement influence, can experience and proposed parameter be provided for design and construction, also is applicable to teaching and scientific research that geotechnical engineering and hydraulic engineering are professional.
Description of drawings
Fig. 1 is the model test apparatus sketch map of underground structure to seepage action of ground water and surface settlement influence;
Fig. 2 is the ground settlement observation device sketch map in the test of artesian water flow model in porous media;
Fig. 3 is the water-level observation device sketch map in the test of artesian water flow model in porous media;
Fig. 4 is different artesian water water level distribution maps constantly on the longitudinal axis in the test of artesian water flow model in porous media;
Fig. 5 is different ground settlement distribution maps constantly on the longitudinal axis in the artesian water seepage tests.
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment provided detailed embodiment and process of the test, but protection scope of the present invention is not limited to following embodiment being to implement under the prerequisite with technical scheme of the present invention.
Like Fig. 1, Fig. 2 and shown in Figure 3; Present embodiment comprises: water tank 1, model casing 2, baffle plate 3, phreatic aquifer 4, water barrier 5, artesian aquifer 6, water-level observation pipe 7 and displacement meter 8; Wherein: water tank 1 links to each other with model casing 2; Vertically be provided with some baffle plates 3 in the model casing 2, phreatic aquifer 4, water barrier 5 and artesian aquifer 6 from top to bottom successively level be laid in the model casing 2, displacement meter 8 is arranged in the upper surface of phreatic aquifer 4; Water-level observation pipe 7 vertically is embedded in the artesian aquifer 6 in the model casing 2, and runs through phreatic aquifer 4 and water barrier 5.
Said water tank 1 is connected with model casing 2 through flexible pipe 12, and the water level in the water tank 1 can keep fixed value.
Be provided with draw-in groove 9 in the described model casing 2, described baffle plate 3 is movably set in the draw-in groove 9;
The both sides of described model casing 2 are respectively equipped with inlet opening 10 and drain hole 11; Inlet opening 10 is connected to water tank 1 through flexible pipe 12; Drain hole 11 is connected to drainage channel by flexible pipe 12; Described inlet opening 10 is provided with filter cloth with drain hole 11 places, takes away the fine particle in the soil body to avoid the current infiltration as far as possible.
The outer horizontal steel in three roads that is added with of described model casing 2 supports, and prevents that model casing 2 from producing bigger lateral deformation under the effect of water and soil pressure.
Described displacement meter 8 lower disposed sheet glass 13, wherein: sheet glass 13 lies between the upper surface of displacement meter 8 ends and phreatic aquifer 4.
Described water-level observation pipe 7 comprises: body, float 14 and seal filter cloth 15, and wherein: body is the penetrating lucite tubes in two ends, and internal diameter is 20～30mm, and tube wall is provided with scale; Float 14 is movably set in the inside of body; The mouth of pipe test water level that seals filter cloth 15 outsourcings and be fixed in the body lower end is that the scale on the corresponding body in float 14 tops deducts and floats on the above float length of liquid level.
The described filter cloth 15 that seals is 200 order stainless steel filter clothes, and the aperture is 0.075mm.
Described float 14 is processed by hollow plastic tube, closed at both ends, and built-in plastic foam is to increase buoyancy.
As shown in Figure 2, described phreatic aquifer 4 is the sand layer of 0.3m for thickness, and its component and content are silt 10%, fine sand 85%, and medium sand 5%, specific gravity of soil particle are 2.463, void ratio is 0.705.
Described water barrier 5 is the argillic horizon of 0.3m for thickness, and dry density is 1.486, and specific gravity of soil particle is 2.701.
Described artesian aquifer 6 is the sand layer of 0.3m for thickness, and its component and content are silt 10%, fine sand 85%, and medium sand 5%, specific gravity of soil particle are 2.463, void ratio is 0.689.
Present embodiment comprises that said device carries out the simulation of seepage action of ground water test in the following manner:
(1) place Min layers soil, the watering maintenance.
To test soil and successively pave equably in model casing 2, every layer of 50mm is thick, guarantees soil layer on same horizontal plane, and the watering maintenance.
(2) in draw-in groove 9, insert baffle plate 3.
During the lower position of pawnshop soil to baffle plate 3, should in draw-in groove 9, insert baffle plate 3.At draw-in groove 9 and baffle plate 3 seam crossings bonding sealing foam, and along the seam of draw-in groove 9 and baffle plate 3 with the inside wall of water shutoff adhesive tape bonding baffle plate 3 with model casing 2, guarantee baffle plate 3 and model casing 2 close proximity, anti-sealing leaks along the seam crossing of draw-in groove 9 and baffle plate 3.
(3) vertically bury water-level observation pipe 7 underground.
During the position of pawnshop soil to water-level observation point, should vertically bury water-level observation pipe 7 underground, and in pipe, drop into float 14, should enclose near the mouth of pipe and fill out medium coarse sand with the observation experiment water level, prevent tiny soil body particle get into manage in.
(4) displacement meter 8 is installed.
After the native process in whole shop is accomplished, on the position of the settlement observation point that designs, place sheet glass 13, and displacement meter 8 is installed on support, the data that displacement meter 8 obtains are processed into real ground settlement value via the ess-strain conversion device.
(5) water filling pressurization.
After the position of water tank 1 is adjusted into the corresponding position of the required initial head of test, opens inlet valve 16 and make the aquifer saturated, close inlet valve 16 everywhere when water level is the required upper pond level of test to the aquifer for the pressurization of the soil body water fillings in the model casing 2.Can be in the injecting process through the float in the water-level observation pipe 7 14 observation experiment water level at any time.
(6) deadweight is fixed.
Keeping the test water level in each water-level observation pipe 7 is that upper pond level is constant, treats that soil layer is fixed under the deadweight effect.When the data of the displacement meter 8 at each settlement observation point place in the model casing 2 no longer changed, then the expression deadweight is fixed accomplished basically.
(7) seepage tests.
Keep upper pond level constant, after the exit of scupper hose 12 is set to test the required level of tail water, opens inlet valve 16 simultaneously and carry out seepage tests with water discharging valve 17.Answer real-time monitored water level, ground settlement in the process of the test; To obtain the different artesian water seepage fields constantly and the situation of change of soil deformation field under certain head difference situation, analyze that underground structure influences artesian water seepage flow and the distribution and the situation of change of the ground settlement that causes.
Fig. 4 is for using in these pilot system gained artesian water seepage tests the situation of change at difference artesian water water level constantly the time, and the water level of its middle and upper reaches remains 640mm.Baffle plate has tangible iris action for phreatic seepage flow: the artesian water head of upstream side descends slower, and the artesian water drawdown in downstream is very fast, and there is tangible water-head in the artesian water water level at the observation point place of baffle plate both sides.When test was carried out 4 minutes, downstream observation point place artesian water head dropped to 562mm by 640mm, and the artesian water head of the observation point of baffle plate both sides is respectively 624mm and 602mm, and the artesian water head difference is 22mm, and the dash effect of baffle plate is remarkable.When test was carried out 8 minutes, downstream observation point place artesian water head was 553mm, and the artesian water head difference at the observation point place of baffle plate both sides is 19mm.After test was carried out 12 minutes, the artesian water head changed slowly, tends towards stability gradually.When test was carried out 16 minutes, the artesian water head at downstream observation point place was 540mm, and the artesian water head difference at the observation point place of baffle plate both sides is 20mm.
Fig. 5 is for using in this pilot system gained artesian water infiltration test at difference ground settlement distribution map constantly, and the water level of its middle and upper reaches remains 640mm.Because the dash effect of baffle plate, the artesian water head of upstream side changes less, and the soil deformation that causes is less, and the artesian water head in downstream changes greatly, produces bigger surface settlement.When test was carried out 4 minutes, the maximum ground settlement in downstream was 0.142mm, and the difference of the ground settlement value at the observation point place of baffle plate both sides is 0.04mm.When test was carried out 8 minutes, the maximum ground settlement in downstream was 0.164mm, and the difference of the sedimentation value at the observation point place of baffle plate both sides is 0.045mm.When test was carried out 12 minutes, the maximum ground settlement in downstream was 0.168mm, and the differential settlement at the observation point place of baffle plate both sides is 0.047mm.When test was carried out 16 minutes, the ground settlement development tended towards stability, and the maximum ground settlement value in downstream is near 0.2mm, and the difference of the ground settlement value at the observation point place of baffle plate both sides is about 0.05mm.
Change the initial water level of water tank 1, can obtain under the different head difference effects, underground structure is to the influence of artesian water seepage flow and surface settlement.Change the degree of depth that baffle plate 3 inserts artesian aquifer, can obtain under the different buried depth condition, underground structure is to the influence of artesian water seepage flow and surface settlement.Change the width of baffle plate 3; Be that baffle plate only intercepts the part cross section in the model casing 2; Make artesian water can walk around from the bottom of baffle plate and side from the high water head zone to the low water head area interstitial flow, underground structure is to the influence of artesian water three dimensional fluid flow and surface settlement in the time of can obtaining different water proof form of fractures.To test soil 4,5,6 and all change sand into, can obtain the distribution situation of underground structure the influence and the surface settlement of submarine permeation fluid.
Claims (1)
1. the analogue means of a blocking groundwater seepage by underground structure; Comprise: model casing, displacement meter and water-level observation pipe; It is characterized in that: also comprise: water tank, baffle plate, phreatic aquifer, water barrier, artesian aquifer, water tank links to each other with model casing, vertically is provided with some baffle plates in the model casing; Phreatic aquifer, water barrier and artesian aquifer from top to bottom successively level be layed in the model casing; Displacement meter vertically is installed in the surface of phreatic aquifer, and the water-level observation pipe vertically is embedded in the artesian aquifer of model casing and runs through phreatic aquifer and water barrier successively, and the model casing inboard is provided with draw-in groove; Described baffle plate is movably set in the draw-in groove;
Described water-level observation pipe comprises: body, float and seal filter cloth, and wherein: body is the penetrating transparent tube in two ends, and tube wall is marked with scale; Float is movably set in body inside, swims on the liquid level; Seal filter cloth and be fixedly set in the lower end of body;
Described phreatic aquifer is that thickness is the sand layer of 0.3m, and its component and content are silt 10%, fine sand 85%, and medium sand 5%, specific gravity of soil particle are 2.463, void ratio is 0.705;
Described water barrier is that thickness is the argillic horizon of 0.3m, and dry density is 1.486, and specific gravity of soil particle is 2.701;
Described artesian aquifer is that thickness is the sand layer of 0.3m, and its component and content are silt 10%, fine sand 85%, and medium sand 5%, specific gravity of soil particle are 2.463, void ratio is 0.689.
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| CN2010101512973A CN101831924B (en) | 2010-04-21 | 2010-04-21 | Simulator for blocking groundwater seepage by underground structure |
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| CN2010101512973A CN101831924B (en) | 2010-04-21 | 2010-04-21 | Simulator for blocking groundwater seepage by underground structure |
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| CN101831924A CN101831924A (en) | 2010-09-15 |
| CN101831924B true CN101831924B (en) | 2012-11-28 |
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| CN102094432B (en) * | 2011-03-07 | 2013-06-05 | 同济大学 | Model for causing ground setting due to engineering environment effect and test method thereof |
| CN102392635A (en) * | 2011-10-19 | 2012-03-28 | 湖南凌天科技有限公司 | Underground well water level observation device |
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| CN103389260B (en) * | 2013-07-18 | 2016-03-02 | 上海交通大学 | Pile foundation hinders the simulation laboratory test method of seepage action of ground water |
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| CN105784562A (en) * | 2016-03-08 | 2016-07-20 | 同济大学 | Transparent soil test device used for simulating seepage of foundation pit dewatering confined aquifer underground water |
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| CN105929114A (en) * | 2016-05-03 | 2016-09-07 | 河海大学 | Test measuring cylinder device capable of simulating groundwater level variation influences |
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| CN107436280A (en) * | 2017-09-26 | 2017-12-05 | 中国科学院武汉岩土力学研究所 | Curtain withdrawal device and curtain withdrawal system |
| CN108922368B (en) * | 2018-06-18 | 2023-12-01 | 苏州大学 | Underground diaphragm wall grooving whole process test method and simulation device thereof |
| CN111076894B (en) * | 2020-01-16 | 2022-04-26 | 内蒙古大雁矿业集团有限责任公司 | Groundwater flow field simulator |
| CN113358531B (en) * | 2021-06-28 | 2024-03-12 | 重庆大学 | Transparent soil model test device and method for simulating influence of underground retaining wall structure on groundwater seepage |
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|---|---|---|---|---|
| CN201265164Y (en) * | 2008-09-28 | 2009-07-01 | 浙江大学 | Base pit engineering seepage failure model test apparatus |
| CN101532931A (en) * | 2009-04-17 | 2009-09-16 | 中国科学院武汉岩土力学研究所 | Experimental method of simulating dynamic and static load and device thereof |
| CN201378166Y (en) * | 2009-04-02 | 2010-01-06 | 河海大学 | Test device for studying permeable destruction phenomenon |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH11280101A (en) * | 1998-03-31 | 1999-10-12 | Kumagai Gumi Co Ltd | Evaluation method of impermeability of soil improvement body |
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Patent Citations (3)
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|---|---|---|---|---|
| CN201265164Y (en) * | 2008-09-28 | 2009-07-01 | 浙江大学 | Base pit engineering seepage failure model test apparatus |
| CN201378166Y (en) * | 2009-04-02 | 2010-01-06 | 河海大学 | Test device for studying permeable destruction phenomenon |
| CN101532931A (en) * | 2009-04-17 | 2009-09-16 | 中国科学院武汉岩土力学研究所 | Experimental method of simulating dynamic and static load and device thereof |
Non-Patent Citations (1)
| Title |
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