CN104831674A - Seepage failure hydraulic model - Google Patents
Seepage failure hydraulic model Download PDFInfo
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- CN104831674A CN104831674A CN201510108608.0A CN201510108608A CN104831674A CN 104831674 A CN104831674 A CN 104831674A CN 201510108608 A CN201510108608 A CN 201510108608A CN 104831674 A CN104831674 A CN 104831674A
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- top cover
- base
- casing
- upper limb
- steel plate
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B1/00—Equipment or apparatus for, or methods of, general hydraulic engineering, e.g. protection of constructions against ice-strains
- E02B1/02—Hydraulic models
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to a hydraulic model, especially relates to a hydraulic model for simulating seepage failure of an earth-rock joint part, and belongs to the field of water conservancy. The IPC classification number is E02B 1/02. The seepage failure hydraulic model of the invention comprises a box body, a base, an upper flange, and a top cover. A movable top cover is arranged in the middle of the top cover. The box body is made of a transparent organic glass square pipe with a rectangular cross section. A rectangular groove is arranged in the portion, disposed inside the box body, of the base, and a permeable steel plate is arranged on the upper part of the groove. The testing apparatus of the invention can be used to carry out contact erosion test under different conditions, is convenient to operate and simple, significantly improves the working efficiency, needs less investment, and is simple and feasible. The box body adopts transparent organic glass, which facilitates observation of various phenomena in the process of testing.
Description
Technical field:
The present invention relates to a kind of hydraulic model, particularly a kind of hydraulic model of simulating native stone joint portion seepage failure, belongs to Water Resources Domain, and its IPC classification number is E02B 1/02.
Background technology:
Through-dyke building and dyke soil stone joint portion are the weak links of dyke, have saying of " culverts and water gates one dangerous section ", particularly due to backfill leakiness, differential settlement, the reasons such as ground is bad often can cause generation crack, native stone joint portion or other defect and seepage failure occurs, more dangerous seepage failure type is that the contact scour on building and earth embankment contact surface destroys, such as along base soil or side direction, banket and building contact surface in top, at high water level, under long-time action of soaking, contact site particle was taken out of from seepage exit before this, and then formation seepage channel, cause dike breaching.Therefore, carry out the research of dyke culverts and water gates soil stone joint portion contact scour seepage failure relevant issues to have important practical significance and practical engineering application value.
But at present conventional infiltration test only can measure the transmission coefficient of soil, and for the test of this seepage failure type of contact scour, experimental rig device not relevant at present, as adopted conventional permeability apparatus, will produce following problem:
(1) during contact scour as the concrete structures such as Simulated Water gate floor or side wall and soil matrix, need concrete slab processed, and each component of sluice mostly is rectangular structure, but conventional infiltration instrument be circular, Mold Making comparatively inconvenience and cannot model engineering reality;
(2), in contact scour test, the seepage characteristic of contact surface, except outside the Pass having with the seepage characteristic of the two media contacted with each other, is also in contact with it the contact condition in face, outside hydraulics etc. relevant.Therefore study contact surface seepage characteristic, mainly solve contact surface percolating medium and the simulation of hydraulics and simulation two key issues of contact surface physical mechanics state.And comparatively difficulty is implemented for contact scour field trial between Yellow River dyke culverts and water gates soil stone joint portion, conventional infiltration instrument size is less, and dimensional effect is comparatively obvious, can not press close to stress that is virtually reality like reality;
(3) conventional infiltration instrument only can carry out seepage failure test, cannot carry out the contact scour test between different medium.
Summary of the invention:
The object of the invention is to overcome the deficiency that existing testing equipment is carrying out the larger two media of modulus of elasticity difference and exists when particularly the soil body and rigid building contact scour are tested, there is provided a kind of principle simple, be easy to operation, truly can reflect the experimental rig of native stone joint portion contact scour seepage failure, for engineering actual demand provides means of testing.Technical scheme of the present invention:
A kind of native stone joint portion contact scour experimental rig, comprise casing, base, upper limb and top cover, described top cover, upper limb and base are rectangular steel plates, the middle part of described top cover is provided with movable top cover, described movable top cover surrounding is provided with multiple bolt, is fixed on by movable top cover on described top cover; The surrounding of described upper limb and base is equipped with indent, is provided with the silica gel sealing bar of thick 12mm in described indent; The transparent organic glass square tube that described casing is rectangle by cross section is made, and wall thickness is 8mm, and described casing is placed in the described indent of described upper limb and base, is provided with delivery port in a side of described casing; Described top cover covers on described upper limb, is provided with sealing ring therebetween; The bottom of described base is provided with water inlet; The part that described base is positioned at described casing is provided with rectangular recess, and the top of described groove is provided with permeable steel plate, and the permeable aperture of described permeable steel plate is
the upper surface of described permeable steel plate and the upper surface of described base are in same plane; Current enter in described groove by described water inlet, then by the even transition of the permeable hole on described permeable steel plate, enter in casing; Multiple push rod, through described top cover, upper limb and base, utilizes fastening bolt described top cover, upper limb, casing and base to be fixed together.
Native stone joint portion contact scour experimental rig of the present invention, can carry out the contact scour test under different condition, easy to operate and simple, operating efficiency significantly improves, small investment, simple.Casing adopts transparent organic glass, facilitates the observation of various phenomenon in process of the test.
Accompanying drawing illustrates:
Fig. 1, contact scour experimental rig top view of the present invention;
Fig. 2, contact scour experimental rig longitudinal section of the present invention.
In figure, 1 is top cover, and 2 is movable top cover, and 3 is sealing ring, and 4 is fastening bolt, and 5 is delivery port, and 6 is indent, and 7 is upper limb, and 8 is casing, and 9 is push rod, and 10 is base, and 11 is permeable steel plate, and 12 is water inlet.
Detailed description of the invention:
Below in conjunction with Fig. 1-, 2, the present invention is elaborated.
One of the present invention native stone joint portion contact scour experimental rig, comprise casing 8, base 10, upper limb 7 and top cover 1, described top cover 1, upper limb 7 and base 10 are the rectangular steel plates of thickness 200mm, the middle part of described top cover 1 is provided with movable top cover 2, described movable top cover 2 is made up of the organic glass that 8mm is thick, is bolted on described top cover 1 by being arranged on the multiple of movable top cover 2 surrounding; The surrounding of described upper limb 7 and base 10 is equipped with indent 6, is provided with the silica gel sealing bar of thick 12mm in described indent 6.The transparent organic glass square tube that described casing 8 is rectangle by cross section is made, and wall thickness is 8mm, and described casing 8 is placed in the described indent 6 of described upper limb 7 and base 10, is provided with delivery port 5 in a side of described casing 8; Described top cover 1 covers on described upper limb 7, is provided with sealing ring 3 therebetween; The bottom of described base 10 is provided with water inlet 12, and described water tank is communicated with described water inlet 12 by rubber hose; The part that described base 10 is positioned at described casing 8 is provided with rectangular recess, and the top of described groove is provided with permeable steel plate 11, and the permeable aperture of described permeable steel plate 11 is
the upper surface of described permeable steel plate 11 and the upper surface of described base 10 are in same plane; Current enter in described groove by described water inlet 12, then by the even transition of the permeable hole on described permeable steel plate 11, enter in casing 8; Multiple push rod 9, through described top cover 1, upper limb 7 and base 10, utilizes top cover 1 described in fastening bolt 4, upper limb 7, casing 8 and base 10 to be fixed together.
When adopting experimental rig of the present invention to carry out contact scour test, step is as follows:
(1) soil sample preparation: after test is dry with folk song, smash with wooden mallet, sieving for standby, then with optimum moisture content and maximum dry density for Con trolling index, soil sample is laid in pallet, with the amount of water that atomizers spray is estimated, be placed into a wetting night in closed container after layering uniform mixing, be distributed in earth material to make uniform moisture.
(2) sample preparation:
(1) normal contact sample preparation:
The movable top cover 2 of described contact scour experimental rig is opened, contact scour experimental rig is vertically placed and carries out dress sample; Before dress sample, inwall uniform application one deck swell soil of other three outside casing 8 inspection surface prevents limit wall concentrative seepage; Each sample divides four layers of charging, compacting of vibrating after surfacing, every layer all needed for sample maximum dry density hit actual arrival predetermined altitude, during every layer of filler, make even particle distribution and will carry out between layers cuing open hair process, cuing open mao degree of depth is 1 ~ 2cm; Hit in real time, hammer will be evenly distributed and attack required thickness directly, and the periphery of sample and casing 8 contact internal walls must hit reality.
(2) sample preparation during contact surface existing defects:
There is the sample preparation in leakiness district in (a) contact surface:
The preparation of contact surface leakiness district sample is controlled by the prefabricated height of compact zone and leakiness district (being controlled by the degree of compaction changing soil sample) soil sample every layer.Before soil body sample modelling
First calculating every layer of native quality and compacting height respectively according to the degree of compaction in compact zone and leakiness district, by controlling the difference of compacting height of every layer, producing compact zone and leakiness district; Every layer is all compacted to required height to ensure degree of compaction; During every layer of filler, make even particle distribution and will carry out between layers cuing open hair process, cuing open mao degree of depth is 1 ~ 2cm; Hit in real time, hammer will be evenly distributed and attack required thickness directly, and the periphery of sample and casing 8 contact internal walls must hit reality.
There is the sample preparation in crack in (b) contact surface:
Being arranged through of contact surface Fracture Width has the control of certain thickness thin plate, before sample preparation, need according to test, the inwall certain thickness thin plate being close to casing 8 is placed, inwall uniform application one deck swell soil retaining wall in its excess-three face, and then carry out the preparation of soil sample, preparation process is with the preparation of normal contact sample, and extracting thin plate after the preparation of soil sample is good can test.
(3) test operation
(1) debugging of testing equipment: organic glass is a rigid media inherently, can directly it can be used as a rigid contact surfaces, and by changing its roughness simulation soil body and the contact scour test situation between different roughness rigid building.According to the kind of the rigid building contacted with the soil body, the roughness of casing 8 inwall can be set.
When carrying out native stone contact scour test, except adopting native stone joint portion contact scour experimental rig of the present invention, also need to adopt water supply installation, described water supply installation comprises that revolution is hung, electric block and water tank, described electric block is fixed on described revolution and hangs on, and described water tank is fixed on the suspension hook of described electric block.
Start electric block, the head of experimentally simulating, by water tank hoisting to corresponding height, the height of water tank bottom surface is maximum can reach 10m, be equivalent to the head pressure of 0.1MPa, described contact scour experimental rig supplied water, checks whether the sealing position of described contact scour experimental rig leaks.
(2) need according to test the modes of emplacement choosing contact scour experimental rig: when simulating the contact scour of culverts and water gates base plate and soil matrix, contact surface is laterally placed; When simulating the contact scour of side wall and the soil body, contact surface is vertically placed;
(3) need according to test the state that movable top cover 2 is set: when there is the contact scour of lateral limitation in simulation downstream, open delivery port 5, by the bolt tightening of movable top cover 2 surrounding, movable top cover 2 is closely fixed together with described top cover 1; During the simulation contact scour of downstream without lateral limitation, close delivery port 5, movable top cover 2 is removed, or the bolt of surrounding is unscrewed, make to maintain a certain distance between movable top cover 2 and described top cover 1;
(4) start test: according to test requirements document, regulate test head, then open each valve and start test; After head applies, observe sample especially with the variation phenomenon of leakiness district, casing 8 contact internal walls face sample with head application time, and record leakiness district from wetting, infiltration, destroy, process that leakage passage is formed and time, erosion quantity after sample erosion damage in every 2min, and the change of experimental phenomena under contrast often kind of test conditions; The soil body is overflowed to initial trial and wash away the soil body carry out sampling drying, weighing, point, under contrasting different tests condition, various soil mass washes away the change of front and back grain composition.
Application example:
For downstream without the contact scour test that side is limit, contact surface exists leakiness district, concrete Con trolling index is: leakiness district degree of compaction 0.85, compact zone degree of compaction 0.95, test head are 0.7m, transverse test.Concrete test situation is as follows: the initial phenomenon of sample shows as from the bottom in sample and instrument contacts face, contact surface soil sample soaked, seeped water (stabilization sub stage) before this, and then soft, the bulging of contact zones soil sample, then bottom contact surface, fritter soil sample comes off (failure stage), then there is successional loss in inner soil sample under the head effect of upstream, finally forms piping passage (washing away the stage).
Utilize experimental rig of the present invention, open delivery port 5, by the bolt tightening of movable top cover 2 surrounding, movable top cover 2 is closely fixed together with described top cover 1, the seepage failure test of undisturbed soil or manipulated soil can be carried out, measure the transmission coefficient of various soil mass, or carry out seepage failure test.The difference that itself and contact scour are tested is: time prepared by sample, and instrument surrounding uniform application one deck swell soil is prevented limit wall concentrative seepage, and concrete preparation is with the preparation of normal contact sample.
Technical scheme of the present invention, can carry out the contact scour test under different condition, also can carry out seepage failure test, measure the transmission coefficient of the soil body.Single contact scour experimental rig manufacturing cost about 2000 yuan, in addition reusable, reduce the cost of test.Casing 8 adopts transparent organic glass, facilitates the observation of various phenomenon in process of the test.
Claims (1)
1. a seepage failure hydraulic model, it is characterized in that, comprise casing (8), base (10), upper limb (7) and top cover (1), described top cover (1), upper limb (7) and base (10) are rectangular steel plates, the middle part of described top cover (1) is provided with movable top cover (2), described movable top cover (2) surrounding is provided with multiple bolt, is fixed on by movable top cover (2) on described top cover (1); The surrounding of described upper limb (7) and base (10) is equipped with indent (6), is provided with the silica gel sealing bar of thick 12mm in described indent (6); The transparent organic glass square tube that described casing (8) is rectangle by cross section is made, wall thickness is 8mm, described casing (8) is placed in the described indent (6) of described upper limb (7) and base (10), is provided with delivery port (5) delivery port (5) delivery port (5) delivery port (5) in a side of described casing (8); Described top cover (1) covers on described upper limb (7), is provided with sealing ring (3) therebetween; The bottom of described base (10) is provided with water inlet (12); The part that described base (10) is positioned at described casing (8) is provided with rectangular recess, and the top of described groove is provided with permeable steel plate (11), and the permeable aperture of described permeable steel plate (11) is
the upper surface of described permeable steel plate (11) and the upper surface of described base (10) are in same plane; Current enter in described groove by described water inlet (12), then by the even transition of the permeable hole on described permeable steel plate (11), enter in casing (8); Multiple push rod (9), through described top cover (1), upper limb (7) and base (10) base (10) base (10), utilizes fastening bolt (4) described top cover (1), upper limb (7), casing (8) and base (10) to be fixed together.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510108608.0A CN104831674B (en) | 2015-03-12 | 2015-03-12 | Contact scour testing apparatus for earth-rock joint part |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510108608.0A CN104831674B (en) | 2015-03-12 | 2015-03-12 | Contact scour testing apparatus for earth-rock joint part |
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| Publication Number | Publication Date |
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| CN104831674A true CN104831674A (en) | 2015-08-12 |
| CN104831674B CN104831674B (en) | 2017-02-22 |
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| CN201510108608.0A Expired - Fee Related CN104831674B (en) | 2015-03-12 | 2015-03-12 | Contact scour testing apparatus for earth-rock joint part |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109781566A (en) * | 2019-02-25 | 2019-05-21 | 黄河水利委员会黄河水利科学研究院 | Hydraulic model is washed away in a kind of starting of cohesive soil |
| CN109781563A (en) * | 2019-02-25 | 2019-05-21 | 黄河水利委员会黄河水利科学研究院 | A method of it is washed away using hydraulic model simulation cohesive soil starting |
| CN112666060A (en) * | 2020-12-17 | 2021-04-16 | 北京航空航天大学 | Penetration tester for researching soil body penetration destruction characteristics |
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| CN101788451A (en) * | 2010-02-09 | 2010-07-28 | 浙江树人大学 | Silt anti-permeability strength measuring equipment and method |
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| CN203768857U (en) * | 2014-03-05 | 2014-08-13 | 河海大学 | Model device for utilizing temperature field to acquire dam foundation permeating flow velocity |
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| JP2014206007A (en) * | 2013-04-12 | 2014-10-30 | 清水建設株式会社 | Method for quantitatively evaluating clogging effect of grout material |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101788451A (en) * | 2010-02-09 | 2010-07-28 | 浙江树人大学 | Silt anti-permeability strength measuring equipment and method |
| CN202748295U (en) * | 2012-07-04 | 2013-02-20 | 河海大学 | Intelligent test system for permeability characteristics of earth material |
| JP2014206007A (en) * | 2013-04-12 | 2014-10-30 | 清水建設株式会社 | Method for quantitatively evaluating clogging effect of grout material |
| CN203768857U (en) * | 2014-03-05 | 2014-08-13 | 河海大学 | Model device for utilizing temperature field to acquire dam foundation permeating flow velocity |
| CN203808987U (en) * | 2014-05-08 | 2014-09-03 | 中国海洋石油总公司 | Two-dimensional visual sand filling model for simulating in-layer heterogeneity and two-dimensional visual seepage test device |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109781566A (en) * | 2019-02-25 | 2019-05-21 | 黄河水利委员会黄河水利科学研究院 | Hydraulic model is washed away in a kind of starting of cohesive soil |
| CN109781563A (en) * | 2019-02-25 | 2019-05-21 | 黄河水利委员会黄河水利科学研究院 | A method of it is washed away using hydraulic model simulation cohesive soil starting |
| CN109781563B (en) * | 2019-02-25 | 2023-06-02 | 黄河水利委员会黄河水利科学研究院 | Method for simulating viscous soil starting scouring by using hydraulic model |
| CN109781566B (en) * | 2019-02-25 | 2023-06-02 | 黄河水利委员会黄河水利科学研究院 | Cohesive soil starting scouring hydraulic model |
| CN112666060A (en) * | 2020-12-17 | 2021-04-16 | 北京航空航天大学 | Penetration tester for researching soil body penetration destruction characteristics |
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| CN104831674B (en) | 2017-02-22 |
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