CN205421359U - Reinforced earth retaining wall model test device - Google Patents
Reinforced earth retaining wall model test device Download PDFInfo
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- CN205421359U CN205421359U CN201520682142.0U CN201520682142U CN205421359U CN 205421359 U CN205421359 U CN 205421359U CN 201520682142 U CN201520682142 U CN 201520682142U CN 205421359 U CN205421359 U CN 205421359U
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Abstract
The utility model discloses a reinforced earth retaining wall model test device, including mold box (1), retaining wall panel (5), filler (7), vertical load loading system (10) and test system, filler (7) is filled in mold box (1), retaining wall panel (5) are arranged at mold box (1) precedingly, vertical load loading system (10) set up in mold box (1) top, apply perpendicular pressure for the model. The utility model discloses a filler (7) be steel sand, steel sand 's density is 3~4 times that ordinary sand packs, internal friction angle and ordinary sand facies seemingly come the equivalent stress field through the method of increase filler density, the atress and the deformation behaviour of model can effectually be measured again to the stress of packing after can equivalent barricade, the filler is used repeatedly many times, greatly reduced experimentation cost.
Description
Technical field
This utility model patent relates to Geotechnical Engineering, road engineering technical field, particularly a kind of reinforced earth retaining wall model test apparatus.
Background technology
Reinforced Earth Retaining Wall Structure has obtained very fast development since nineteen sixties comes out, and the most often has application in the reclamation works such as railway, highway, harbour, and its design theory still needs to study further.The experimental study of retaining wall is broadly divided into prototype test and scale (model) test；Prototype test can the real stress of reaction structure and deformation, but prototype test needs substantial amounts of manpower and materials, cost intensive, cost is high, limits its application.Scale (model) test is the important method of research retaining wall structure, and use scaled model it is crucial that stress field within legal equivalents model.Obviously can not react the stress field within prototype structure in the stress field within conventional articulated gravity after the match scaled model, the result that the most this experiment obtains may not be usable for Practical Project.
The method of currently acquired legal equivalents stress field is the method for increased acceleration, the principle of centrifugal model test is through the stress field of this method equivalence prototype structure, model casing is rotated about the center of rotation along with pivoted arm, the gravitational field of the centrifugal intertia force simulation practical structures by producing.In centrifugal model test, the inertia force suffered by model each point internal is different along radial direction, i.e. model is different along the stress size of short transverse.Therefore, the least this shortcoming that could reduce only model done in centrifugal model test, but if the size of model is the least, again limit the layout of model internal sensor, thus cannot accurately and comprehensively obtain the stress within model, strain.And, the device fabrication of centrifugal model test, safeguard and use the most costly.
Therefore, exploitation one can the true stress of effecting reaction Reinforced Earth Retaining Wall Structure, again economy, be easy to test assay device be very important.
Utility model content
For deficiencies of the prior art, technical problem to be solved in the utility model there is provided a kind of reinforced earth retaining wall model test apparatus；This experimental provision uses density at 5.2g/cm3～7.0g/cm3, internal friction angle is at the mixed steel grit filler of 28 °～35 °, purpose is to carry out effective stress field by the method increasing packing density, can the stress of filler after equivalence barricade, can effectively measure again stress and the deformation behaviour of model, filler can reuse, greatly reduce experimentation cost, can widely available application.
For solving above technical problem, this utility model be the technical scheme is that a kind of reinforced earth retaining wall model test apparatus, including model casing, retaining wall panel, filler, vertical load loading system and test system；
Described filler is filled in model casing, before described retaining wall panel is arranged in model casing；Described vertical load loading system is arranged at above model casing, applies pressure at right angle to model.
Described filler is steel sand.
Further, described model casing includes a U-shaped bracing frame, is provided with safety glass inside described U-shaped bracing frame supported on both sides end；
Support frame as described above top is provided with crossbeam；
Basis it is arranged over bottom support frame as described above；
Also include the closed guard of a movable regulation model casing volume, be connected with bracing frame supported on both sides end.
Further, described basis is the flexible structure using quality of rubber materials.
Further, the contact surface of described safety glass and closed guard and described filler is respectively equipped with a lubricating layer, and described lubricating layer is a nylon plastic(s) thin film.
Further, described filler is that density is at 5.2g/cm3～7.0g/cm3, internal friction angle mixed steel grit between 28 °～35 °.
Further, described mixed steel grit includes that density is 4.835g/cm3, internal friction angle is the lead shape shot of 35.1 ° and density is 5.065g/cm3, internal friction angle is the common steel sand of 18.1 °, mixes according to the ratio of 1.1:1～1.5:1.
Further, described lead shape shot is 1.3:1 with the mixed proportion of common steel sand.
Further, described test system includes stress test device, displacement tester and barricade internal deformation testing device；
Described stress test device includes lateral soil load force test device and the vertical earth pressure test device being arranged in filler；Described lateral soil load force test device includes transverse miniature soil pressure cell, to measure lateral earth pressure；Described vertical earth pressure test device includes vertical miniature soil pressure cell, to measure vertical earth pressure；
Described displacement tester includes laser displacement sensor support and is arranged on the laser displacement sensor on this support；
Described barricade internal deformation testing device includes mark line and the coloured silk sand being arranged in model casing.
Accordingly, this utility model also proposed a kind of reinforced earth retaining wall model test method, it is characterised in that comprises the following steps:
1) process of experiment basis；Basis is laid on bottom model casing, it is ensured that the integrity on basis, there is no gap；
2) use row to lift up into the lifting of row closure panel, in place after, closure panel is connected by fixing with model casing, form fixed frame, inside closed guard, it is coated with one layer of lubricant, and arranges lubricating layer, frictional resistance during reduction filling settlement and between closure panel；It is coated with lubricant at model casing armorplate glass inwall, and inside glass plate, lays lubricating layer, reduce the impact of tank wall and filler friction, reach plane strain state；
3) modelling；Filler layering is added in model casing, carries out being compacted, arranging reinforcement material according to design requirement；
4) miniature soil pressure cell is installed；Soil pressure cell is buried the anti-digging mode of employing underground and is installed, and i.e. packed height is counter after exceeding soil pressure cell position certain altitude excavates, and is put into by pressure cell and is backfilling and compacted；
5) top vertical load charger is installed；Filler, after compacting leveling, installs vertical load loading system at model top, it is ensured that load applies uniformly, to apply vertical load to model；
6) barricade model deformation test device is installed；During modelling, when modelling to specified altitude assignment, a substratum coloured silk sand is laid in the both sides near armorplate glass, and the mark line on black stroke of the respective heights outside armorplate glass, in process of the test, the shape of the color sand of contrast and mark line i.e. can get the deformation behaviour of model；
7) displacement monitoring instrument is disposed；Lateral displacement and the monitoring of Vertical Settlement, install laser displacement sensor support in the front of retaining wall, and laser displacement sensor is rack-mount, the Vertical Settlement of horizontal displacement and model in order to measure retaining wall panel.
Compared with prior art, the beneficial effects of the utility model are:
1. the filler that this utility model uses is that density is at 5.2g/cm3～7.0g/cm3, internal friction angle is at 28 °～the mixed steel grit of 35 °, the density of mixed steel grit is 3～4 times of common sand filler, internal friction angle is similar to normal sands, effective stress field is carried out by the method increasing packing density, can the stress of filler after equivalence barricade, can effectively measure again stress and the deformation behaviour of model；Filler can repeatedly use, and greatly reduces experimentation cost.
2. this utility model can adjust retaining wall panel type, reinforced length, reinforcement quantity etc., it is adaptable to the reinforced earth retaining wall model test under different working conditions.
3. this utility model is by adjusting model top load, it is possible to the reinforced earth retaining wall model under the different filled load rating conditions of simulation.
4. the model casing that this utility model is used has the biggest lateral rigidity, and lateral deformation is the least, can well simulation plane strain state；
Accompanying drawing explanation
Fig. 1 is the front view of this utility model assay device model casing；
Fig. 2 is the side view of this utility model assay device model casing；
Fig. 3 is the top view of this utility model assay device model casing；
Fig. 4 is this utility model assay device front view；
Fig. 5 is this utility model assay device side sectional view.
In accompanying drawing: 1, model casing, 2, safety glass, 3, crossbeam, 4, bracing frame, 5, retaining wall panel, 6, closed guard, 7, filler, 8, reinforcement material, 9, lubricating layer, 10, vertical load loading system, 11, vertical miniature soil pressure cell, 12, transverse miniature soil pressure cell, 13, laser displacement sensor support, 14, laser displacement sensor, 15, basis.
Detailed description of the invention
Below in conjunction with the accompanying drawings embodiment of the present utility model is further described.
Referring to the drawings shown in 4-Fig. 5, a kind of reinforced earth retaining wall model test apparatus, including model casing 1, retaining wall panel 5, filler 7, vertical load loading system 10 and test system.
Described filler 7 is filled in model casing 1, before described retaining wall panel 5 is arranged in model casing 1；Described vertical load loading system 10 is arranged at above model casing 1, applies pressure at right angle to model.Test system includes stress test device, displacement tester and barricade internal deformation testing device.
With reference to shown in Fig. 1-Fig. 3, described model casing 1 includes a U-shaped bracing frame 4, is provided with safety glass 2 inside described U-shaped bracing frame 4 supported on both sides end；
Support frame as described above 4 top is provided with two I shape crossbeams 3；
Being arranged over basis 15, described basic 15 bottom support frame as described above 4 is the flexible structure using rubber blanket.
Also include the closed guard 6 of movable regulation model casing 1 volume, be bolted to connection with bracing frame 4 supported on both sides end.
Support frame as described above 4 and crossbeam 3 are steel matter.
Described retaining wall panel 5 is made up of precast concrete piecemeal panel, and its concrete size should be adjusted with likelihood ratio relation according to the size of model；Described closed guard 6 Q235 steel plate is made.
The contact surface of described safety glass 2 and closed guard 6 and described filler 7 is respectively equipped with a lubricating layer 9, is used for reducing friction, reduces the constraint to filler 7 sedimentation, and described lubricating layer 9 is a nylon plastic(s) thin film.
Described vertical load loading system 10 can be pressing Ioad, it is also possible to is jack pressurization, applies pressure at right angle to model.
Described test system includes stress test device, displacement tester and barricade internal deformation testing device, and described stress test device includes lateral soil load force test device and vertical earth pressure test device；Described lateral soil load force test device includes transverse miniature soil pressure cell 12, to measure lateral earth pressure；Described vertical earth pressure test device includes vertical miniature soil pressure cell 11, to measure vertical earth pressure.
Described displacement tester includes barricade panel-level displacement measurement structure and model Vertical Settlement test structure, described horizontal displacement test structure and Vertical Settlement test structure include laser displacement sensor support 13, laser displacement sensor 14, laser displacement sensor 14 is arranged on laser displacement sensor support 13, in order to measure horizontal displacement and the model Vertical Settlement of the retaining wall panel 5 in whole experimentation.
Described barricade model deformation test device includes mark line and color sand, in the close safety glass side of model specified altitude assignment, color sand lays one layer of labelling, and at glass outer side mark line on black stroke, in process of the test, the shape of the color sand of contrast and mark line i.e. can get the deformation behaviour of model.
The selection of this utility model filler 7 based on the principle that
If the degree of depth of any one research point is H in prototype, the density of foundation soil is ρ, then its weight stress σzFor:
σz=γ H=ρ gH
Filler 7 mixed steel grit that density is common sand n times replaces, and the density p of mixed steel grit '=n ρ, now making a model with 1:n than chi, then the degree of depth of its point corresponding with prototype isThe weight stress of relevant position is:
From above formula, as long as n times that the density of mixed steel grit is prototype filler, so that it may make model reach the identical stress state with its n times of plateau type.The packing density that this utility model uses is at 5.2g/cm3～7.0g/cm3Between, the density of mixed steel grit is 3～4 times of common sand filler；Model can be made to reach the identical stress state with its 3～4 times of plateau types.
Although the hardness of steel sand is higher than normal sands, but the intensity of retaining wall filler is not to be determined by the intensity of granule itself, and the frictional force being depending between granule, the filler internal friction angle that this utility model uses is between 28 °～35 °, internal friction angle is similar with normal sands, therefore can preferably simulate normal sands.
Described filler 7 is the mixed steel grit that lead shape shot mixes according to a certain ratio with common steel sand, the internal friction angle of common sand is 28 °～35 °, therefore, if will simulating common sand, the internal friction angle of mixed steel grit also to control in the range of this, and requires to mix sand density more than 5.2g/cm3, by the parameter of the mixed steel grit in the case of the various proportionings of test, density is recorded by drainage, and cohesive strength and internal friction angle are recorded by direct shear test, show that satisfactory ratio range is: the mass content of lead shape shot is 52.4%～60.0%.The density of mixed steel grit is 3～4 times of common sand density；Select density maximum proportioning (mass content of lead shape shot is 56.5%) to carry out particle screening and record its nonuniformity coefficient Cu=13.08, coefficient of curvature CcBeing 1.13, granule is uneven, belongs to the good filler of grating, and in addition to density, indices is all similar to normal sands, therefore can well simulate common fillers retaining wall model, and the stress state of done model is 3～4 times of common fillers model.
It is 4.835g/cm that the present embodiment filler 7 have employed density3, internal friction angle is the lead shape shot of 35.1 ° and density is 5.065g/cm3, internal friction angle is the common steel sand of 18.1 °, and the mixed steel grit formed after mixing according to the ratio of 1.1:1～1.5:1, the result of the test that it draws is with reference to table 1.
Table 1 mixed steel grit proportioning and test parameters result
Its detailed process carrying out reinforced earth retaining wall model test is:
1) process of experiment basis；Basis 15 uses rubber blanket flexible foundation, is laid on bottom model casing by prefabricated rubber blanket, it is ensured that the integrity on basis, does not has gap；
2) row is used to lift up into the lifting of row closure panel 6, after in place, together with closure panel 6 is bolted on model casing 1, form fixed frame, one layer of lubricant it is coated with inside closed guard 6, and arrange nylon plastic(s) thin film, reduce frictional resistance when filler 7 settles and between closure panel 6；It is coated with lubricant at model casing safety glass 2 inwall, and inside safety glass 2, lays nylon plastic(s) thin film；Reduce the impact of tank wall and filler 7 friction, reach plane strain state；
3) modelling；Steel sand filler 7 is layered in addition model casing, carries out being compacted, arranging reinforcement material according to design requirement；
4) miniature soil pressure cell is installed；Soil pressure cell is buried the anti-digging mode of employing underground and is installed, and i.e. packed height is counter after exceeding soil pressure cell position 10cm excavates, and is put into by pressure cell and is backfilling and compacted；
5) top vertical load charger is installed；Filler 7, after compacting leveling, installs vertical load charger at model top, it is ensured that load applies uniformly, to apply vertical load to model；
6) barricade model deformation test device is installed；During modelling, when modelling to specified altitude assignment, a substratum coloured silk sand is laid in the both sides near armorplate glass 2, and the mark line on black stroke of the respective heights outside armorplate glass 2, in process of the test, the shape of the color sand of contrast and mark line i.e. can get the deformation behaviour of model；
7) displacement monitoring instrument is disposed；Lateral displacement and the monitoring of Vertical Settlement, install laser displacement sensor support 13, by rack-mount for laser displacement sensor 14, the Vertical Settlement of horizontal displacement and model in order to measure retaining wall panel in the front of retaining wall.
The foregoing is only detailed description of the invention of the present utility model, and be not used to limit scope of the present utility model.Any those skilled in the art, on the premise of without departing from design of the present utility model and principle propose equivalent variations, revise and combine, belong to this utility model protection scope.
Claims (6)
1. a reinforced earth retaining wall model test apparatus, it is characterised in that include model casing (1), retaining wall panel (5), filler (7), vertical load loading system (10) and test system；
Described filler (7) is filled in model casing (1), and it is front that described retaining wall panel (5) is arranged in model casing (1)；Described vertical load loading system (10) is arranged at model casing (1) top, applies pressure at right angle to model.
A kind of reinforced earth retaining wall model test apparatus the most according to claim 1, it is characterised in that described filler (7) is steel sand.
A kind of reinforced earth retaining wall model test apparatus the most according to claim 1, it is characterized in that, described model casing (1) includes a U-shaped bracing frame (4), is provided with safety glass (2) inside described U-shaped bracing frame (4) supported on both sides end；
Support frame as described above (4) top is provided with crossbeam (3)；
Support frame as described above (4) bottom is arranged over basis (15)；
Also include a closed guard (6), fix with bracing frame (4) supported on both sides end and be connected.
A kind of reinforced earth retaining wall model test apparatus the most according to claim 3, it is characterised in that described basis (15) are the flexible structure using quality of rubber materials.
A kind of reinforced earth retaining wall model test apparatus the most according to claim 3, it is characterized in that, the contact surface of described safety glass (2) and closed guard (6) and described filler (7) is respectively equipped with a lubricating layer (9).
A kind of reinforced earth retaining wall model test apparatus the most according to claim 1, it is characterised in that described test system includes stress test device, displacement tester and barricade internal deformation testing device；
Described stress test device includes being arranged at the lateral soil load force test device in filler (7) and vertical earth pressure test device；Described lateral soil load force test device includes transverse miniature soil pressure cell (12), to measure lateral earth pressure；Described vertical earth pressure test device includes vertical miniature soil pressure cell (11), to measure vertical earth pressure；
Described displacement tester includes laser displacement sensor support (13) and the laser displacement sensor (14) being arranged on this support；
Described barricade internal deformation testing device includes mark line and the coloured silk sand being arranged in model casing (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520682142.0U CN205421359U (en) | 2015-09-06 | 2015-09-06 | Reinforced earth retaining wall model test device |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520682142.0U CN205421359U (en) | 2015-09-06 | 2015-09-06 | Reinforced earth retaining wall model test device |
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| CN205421359U true CN205421359U (en) | 2016-08-03 |
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| CN201520682142.0U Expired - Fee Related CN205421359U (en) | 2015-09-06 | 2015-09-06 | Reinforced earth retaining wall model test device |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109736367A (en) * | 2018-03-22 | 2019-05-10 | 青岛理工大学 | A kind of laboratory voluntarily controls pile-sinking device |
| CN110130416A (en) * | 2019-05-24 | 2019-08-16 | 中国电建集团华东勘测设计研究院有限公司 | The pilot system and its method of a kind of Earthworking reinforced bar cofferdam physical model |
| CN110706575A (en) * | 2019-10-18 | 2020-01-17 | 太原理工大学 | Foundation pit overload demonstration experimental device |
-
2015
- 2015-09-06 CN CN201520682142.0U patent/CN205421359U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109736367A (en) * | 2018-03-22 | 2019-05-10 | 青岛理工大学 | A kind of laboratory voluntarily controls pile-sinking device |
| CN110130416A (en) * | 2019-05-24 | 2019-08-16 | 中国电建集团华东勘测设计研究院有限公司 | The pilot system and its method of a kind of Earthworking reinforced bar cofferdam physical model |
| CN110130416B (en) * | 2019-05-24 | 2024-04-02 | 中国电建集团华东勘测设计研究院有限公司 | Test system and method for physical model of geotechnical reinforcement cofferdam |
| CN110706575A (en) * | 2019-10-18 | 2020-01-17 | 太原理工大学 | Foundation pit overload demonstration experimental device |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160803 Termination date: 20180906 |