CN205483614U - A clump of piles pushes away a model test device under preceding heavy excavation condition of stake - Google Patents
A clump of piles pushes away a model test device under preceding heavy excavation condition of stake Download PDFInfo
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- CN205483614U CN205483614U CN201620102989.1U CN201620102989U CN205483614U CN 205483614 U CN205483614 U CN 205483614U CN 201620102989 U CN201620102989 U CN 201620102989U CN 205483614 U CN205483614 U CN 205483614U
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Abstract
The utility model relates to a reinforcement of landslide, the loose ground body and the atress analysis test device of stake specifically are a clump of piles pushes away a model test device under preceding heavy excavation condition of stake, and preceding counterforce device and back counterforce device are installed respectively to the front and back end of model, and both sides are the curb plate, the model includes model pile, is connected through the jack between model pile and the back counterforce device, and the model front end is lapped by the slope angle, has the leading edge to lap on the slope of model, the slope angle apron is articulated with the leading edge apron through the hinge, installation foil gage and percentage table on model pile pile body, model leading edge and the slope, and the model is become by multi -storied stratiform local soil type, and the vibrating wire type strainometer is installed in the centre of every soil of form layer upon layer and layering department of adjacent stratiform soil. The device simple structure, convenient operation can take notes important position of rock mass and inside the meeting an emergency of receiving of rock mass before model pile pile body under the back different thrust effect, the stake, the horizontal displacement and uplift displacement at the important position of rock mass before the horizontal displacement that measures pile body cantilever section and the stake.
Description
Technical field
This utility model relates to landslide, the reinforcing of the loose rock soil body and the force analysis assay device of stake, is specially
Before stake, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device.
Background technology
Currently for needing during before carrying out stake, the operating mode of heavy excavation occurs in some engineerings, must during heavy excavation before stake
So cause excavation after resistance to shear of soil redistribution, under this operating mode friction pile anti-slippery effect and in friction pile stake
Front rock mass and this loading characteristic under different stressing conditions of friction pile need research further, owing to scene is entered
Row test is restricted, therefore carries out model test in indoor and can successfully solve the problems referred to above, and can preferably disclose
Friction pile anti-sliding mechanism of friction pile in the case of rock excavation before stake.
Utility model content
For above-mentioned technical problem, this utility model purpose is to provide before a kind of stake stratiform under the conditions of heavy excavation embedding
In fixed end rock mass, a clump of piles pushes away model test of pile device and test method.
In order to achieve the above object, this utility model be the technical scheme is that
Before stake, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device, and including model and pattern board, model is placed
On pattern board, the front-end and back-end of model are separately installed with front counterforce device and rear counterforce device, model
Both sides are side plate；Described model includes Model Pile, and Model Pile has steel plate, steel plate towards the side of model rear end
Being connected by jack with between rear counterforce device, described jack is fixed by support；
Described side plate inwall posts gage, and side plate outer wall has diagonal brace；There is mounting hole on diagonal brace base, passes through screw
It is arranged on pattern board；
There is slope angle cover plate model front end, and the slope of model has leading edge cover plate；Described slope angle cover plate passes through hinge
Hinged with leading edge cover plate, there is support bar between leading edge cover plate and front counterforce device；
Installing foil gauge and dial gauge on Model Pile pile body, model leading edge and slope, foil gauge is surveyed with static strain
Examination instrument connects, and static strain testing instrument is connected with computer analysis system；Dial gauge is arranged on fixed support, Gu
Having magnet bottom fixed rack, magnet can be fixed on pattern board；
Model is made up of the laminated soil of multilamellar, is provided with at the layering of the centre of every layer of laminated soil and abutting lamellar soil
Vibrating string extensometer, vibrating string extensometer is connected with reading plotter, is also equipped with one layer of cunning between abutting lamellar soil
Stone powder layer.
Before stake, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device, and test method comprises the following steps:
(1) likelihood ratio of model test is determined；
(2) simulate each layer Rock And Soil, use the concrete-pile pouring molding to do Model Pile；
(3) arranging foil gauge in Model Pile buried section, position determines according to each laminated soil soil layer height；
(4) front counterforce device, rear counterforce device, pattern board, side plate and the installation of diagonal brace are completed；
(5) side plate inwall sticks gage, precision 1mm；
(6) the laminated soil soil body is inserted in model the most equably, with abutting lamellar soil in the middle of every layer of laminated soil
Between be spaced at equal intervals vibrating string extensometer indwelling connecting line respectively, spread last layer between abutting lamellar soil uniform
The thinnest Talcum bisque；When reaching Model Pile bottom level, continue to insert soil after putting into Model Pile and fixing,
When front end reaches slope bottom position, lay slope angle cover plate and leading edge cover plate, after the hinge regulation gradient
Continue to insert laminated soil, after leading edge cover plate is firm, between the front counterforce device and leading edge cover plate of model leading portion
Add the support bar of the adjustable bracketing of two-track tape and regulate firm；
(7) continue to insert laminated soil, insert and reach specified altitude assignment stopping；
(8) after model reaches intensity, diagonal brace, side plate, support, leading edge cover plate, slope angle lid are removed successively
Plate；
(9) steel plate, support, jack, foil gauge and dial gauge are installed；
(10) and it is further applied load step by step with jack simultaneously, withdraws from support when jack pushes against two ends；When hundred
Read registration after indicator needles is stable, and analyze strain data；
(11) by the reading plotter of vibrating string extensometer reads strain gauge actual measured value, and calculate in rock mass
The strain in portion: calculate according to following formula:
εm=k △F+b△T=k (F-F0)+(b-α)(T-T0)
In formula: εmThe dependent variable of tested works, unit is 10-6；
The measurement sensitivity of k strain gauge, unit is 10-6/F；
△FStrain gauge real-time measurement values is relative to the variable quantity of reference value, and unit is F；
△TTemperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C；
The real-time measurement values of F strain gauge, unit is F；
F0The measuring basis value of strain gauge, unit is F；
The temperature correction coefficient of b strain gauge, unit is 10-6/℃；
The linear expansion coefficient of the tested works of α, unit is 10-6/℃；
The real-time measurement values of T temperature, unit is DEG C；
T0The measuring basis value of temperature, unit is DEG C；
Frequency modulus F=Hz2×10-3。
When relating to simulate concordant, inverse layer basement rock, before stake, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device
Side plate be divided into decomposition side plate, front counterforce device and rear counterforce device to be separately installed with draw-in groove, side plate will be decomposed
Two ends are inserted in draw-in groove.
When simulation concordant, inverse layer basement rock, test method comprises the following steps:
(1) likelihood ratio of model test is determined；
(2) simulate each layer Rock And Soil, use the concrete-pile pouring molding to do Model Pile；
(3) arranging foil gauge in Model Pile buried section, position determines according to each laminated soil soil layer height；
(4) front counterforce device, rear counterforce device, pattern board installation are completed；
(5) side plate inwall sticks gage, precision 1mm；
(6) block-by-block is installed and is decomposed side plate, and successively puts into laminated soil, every layer of laminated soil centre and abutting lamellar
It is spaced at equal intervals vibrating string extensometer indwelling connecting line between soil respectively, spreads last layer between abutting lamellar soil equal
The thinnest even Talcum bisque；When reaching Model Pile bottom level, continue to insert soil after putting into Model Pile and fixing,
When front end reaches slope bottom position, lay slope angle cover plate and leading edge cover plate, after the hinge regulation gradient
It is placed between leading edge cover plate and rear counterforce device by temporary support；Decompose side plate and fix with supporting two；Continue to put into
Laminated soil, removes temporary support after leading edge cover plate is basicly stable, adds support bar；
(7) continue to insert laminated soil, insert and reach specified altitude assignment stopping；
(8) after model reaches intensity, successively remove support two, decompose side plate, support, leading edge cover plate,
Slope angle cover plate；
(9) steel plate, support, jack, foil gauge and dial gauge are installed；
(10) and it is further applied load step by step with jack simultaneously, withdraws from support when jack pushes against two ends；When hundred
Read registration after indicator needles is stable, and analyze strain data；
(11) by the reading plotter of vibrating string extensometer reads strain gauge actual measured value, and calculate in rock mass
The strain in portion: calculate according to following formula:
εm=k △F+b△T=k (F-F0)+(b-α)(T-T0)
In formula: εmThe dependent variable of tested works, unit is 10-6；
The measurement sensitivity of k strain gauge, unit is 10-6/F；
△FStrain gauge real-time measurement values is relative to the variable quantity of reference value, and unit is F；
△TTemperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C；
The real-time measurement values of F strain gauge, unit is F；
F0The measuring basis value of strain gauge, unit is F；
The temperature correction coefficient of b strain gauge, unit is 10-6/℃；
The linear expansion coefficient of the tested works of α, unit is 10-6/℃；
The real-time measurement values of T temperature, unit is DEG C；
T0The measuring basis value of temperature, unit is DEG C.
Note: frequency modulus F=Hz2×10-3。
After jack is further applied load, rock mass before Model Pile pile body horizontal displacement, stake can be read from dial gauge grand
Play the displacement on displacement and slope.The data of the strain of rock mass before pile body and stake are transmitted to static strain testing instrument
In, then through software analysis in incoming computer analysis system, can record before certain thrust drag stake, stake
The strain of rock mass significant points.Simultaneously can be by vibrating string extensometer reading plotter obtains the actual measurement of strain gauge
Value, converts the strain obtained within rock mass through formula.
Before the stake that this utility model provides, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device, and apparatus structure is simple,
Easy to operate, rock mass significant points and rock mass before different thrust drag stake pile body, stakes after recordable stake
Internal strains experienced, also can measure the horizontal position of rock mass significant points before the horizontal displacement of pile body cantilever segment and stake
Move and upwaarping deformation, it is adaptable to the stability analysis of friction pile under various working.
Accompanying drawing explanation
Fig. 1 is side-looking structural representation of the present utility model；
Fig. 2 is plan structure schematic diagram of the present utility model；
Fig. 3 is dial gauge of the present utility model, fixed support and inclined support structure schematic diagram；
Fig. 4 is this utility model supporting bar structure schematic diagram；
Fig. 5 is to decompose lateral plate structure schematic diagram during embodiment simulation concordant basement rock；
Fig. 6 is to decompose lateral plate structure schematic diagram during the inverse layer basement rock of embodiment simulation.
Detailed description of the invention
The utility model will be further described with example below in conjunction with the accompanying drawings, and example is served only for explaining
This utility model, is not intended to limit scope of the present utility model.
Embodiment 1
As shown in Figure 1, Figure 2, Figure 3 and Figure 4, before stake, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device,
Including model and pattern board 11, model is placed on pattern board 11, and the front-end and back-end of model are pacified respectively
Equipped with front counterforce device 40 and rear counterforce device 1, the both sides of model are side plate 13；Described model includes mould
Type stake 4, Model Pile 4 has steel plate 3 towards the side of model rear end, logical between steel plate 3 and rear counterforce device 1
Crossing jack 2 to connect, described jack 2 is fixed by support 17；
Described side plate 13 inwall posts gage 22, and side plate 13 outer wall has diagonal brace 18；There is waist on diagonal brace 18 base
Shape hole, is arranged on pattern board 11 by screw；
Model front end, by slope angle cover plate 10, the slope of model has leading edge cover plate 8；Described slope angle cover plate 10
Hinged with leading edge cover plate 8 by hinge 9, there is support bar 27 between leading edge cover plate 8 and front counterforce device 40；
Installing foil gauge 5 and dial gauge 6 on Model Pile 4 pile body, model leading edge and slope, foil gauge 5 is with quiet
State strain testing instrument 15 connects, and static strain testing instrument 15 is connected with computer analysis system 16；Dial gauge 6
It is arranged on fixed support 7, is fixed on pattern board 11 with magnet 25 bottom fixed support 7；
Model is made up of the laminated soil 12 of multilamellar, the centre of every layer of laminated soil 12 and dividing of abutting lamellar soil 12
Being provided with vibrating string extensometer 23 at Ceng, vibrating string extensometer 23 is connected with reading plotter 24, abutting lamellar
One layer of Talcum bisque 21 also it is equipped with between soil 12.
Before stake, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device, and test method comprises the following steps:
(1) likelihood ratio of model test is determined；
(2) simulate each layer Rock And Soil, use the concrete-pile pouring molding to do Model Pile 4；
(3) arranging foil gauge 5 in Model Pile 4 buried section, position is come really according to each laminated soil 12 soil layer height
Fixed；
(4) front counterforce device 40, rear counterforce device 1, pattern board 11, side plate 13 and diagonal brace 18 are completed
Installation；
(5) side plate 13 inwall sticks gage 22, precision 1mm；
(6) laminated soil 12 soil body is inserted in model the most equably, with adjacent in the middle of every layer of laminated soil 12
Vibrating string extensometer 23 indwelling connecting line, abutting lamellar soil 12 it is spaced at equal intervals respectively between laminated soil 12
Between spread the Talcum bisque 21 that last layer is uniformly the thinnest；When reaching Model Pile 4 bottom level, put into model
Stake 4 and fix after continue to insert soil, when front end reaches slope bottom position, lay slope angle cover plate 10 He
Leading edge cover plate 8, continues after regulating the gradient by hinge 9 to insert laminated soil 12, after leading edge cover plate 8 is firm,
The support bar 27 of the adjustable bracketing of two-track tape is added between the front counterforce device 40 and leading edge cover plate 8 of model leading portion
And regulate firm；
(7) continue to insert laminated soil 12, insert and reach specified altitude assignment stopping；
(8) after model reaches intensity, successively remove diagonal brace 18, side plate 13, support 27, leading edge cover plate 8,
Slope angle cover plate 10；
(9) steel plate 3, support 17, jack 2, foil gauge 5 and dial gauge 6 are installed；
(10) and it is further applied load step by step with jack 2 simultaneously, withdraws from support when jack 2 pushes against two ends
17；After dial gauge 6 pointer is stable, reads registration, and analyzes strain data；
(11) by the reading plotter 24 of vibrating string extensometer 23 reads strain gauge actual measured value, and calculate
Strain within rock mass: calculate according to following formula:
εm=k △F+b△T=k (F-F0)+(b-α)(T-T0)
In formula: εmThe dependent variable of tested works, unit is 10-6；
The measurement sensitivity of k strain gauge, unit is 10-6/F；
△FStrain gauge real-time measurement values is relative to the variable quantity of reference value, and unit is F；
△TTemperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C；
The real-time measurement values of F strain gauge, unit is F；
F0The measuring basis value of strain gauge, unit is F；
The temperature correction coefficient of b strain gauge, unit is 10-6/℃；
The linear expansion coefficient of the tested works of α, unit is 10-6/℃；
The real-time measurement values of T temperature, unit is DEG C；
T0The measuring basis value of temperature, unit is DEG C；
Frequency modulus F=Hz2×10-3。
Embodiment 2
Simulation concordant or inverse layer basement rock.
As shown in Figure 4, Figure 5 and Figure 6, side plate 13 is resolved into decomposition side plate 130, during decomposition, notes concordant
With the angle of inverse layer Yu horizontal plane, and process by this angle, during decomposition in the middle of side plate 131, one end and toe lid
Plate 10 flushes.Front counterforce device 40 and rear counterforce device 1 are separately installed with draw-in groove 32, will decompose side plate 130
Two ends are inserted in draw-in groove 32.
Test method comprises the following steps:
(1) likelihood ratio of model test is determined；
(2) simulate each layer Rock And Soil, use the concrete-pile pouring molding to do Model Pile 4；
(3) arranging foil gauge 5 in Model Pile 4 buried section, position is come really according to each laminated soil 12 soil layer height
Fixed；
(4) complete front counterforce device 40, rear counterforce device 1, pattern board 11 are installed；
(5) side plate 13 inwall sticks gage 22, precision 1mm；
(6) the one block of plate decomposing bottom in side plate 130 is inserted in draw-in groove 32, surrounding is coated aqueous and is coated with
Membrane or butter, then insert ground floor laminated soil 12 soil body, and make ground floor laminated soil 12 soil body upper end
Flush with one piece of plate upper end of bottom, and spread the thinnest uniform Pulvis Talci of last layer, when put soil reach half and
The most equidistantly put into the connecting line of vibrating string extensometer 23 indwelling vibrating string extensometer when ground floor is complete, continue
Second block of side plate of continuous addition, puts into second layer laminated soil 12；When reaching to specify position, put into Model Pile 4,
When being completed to middle side plate 131, place toe cover plate 10 and leading edge cover plate 8, and regulated by hinge 9
The gradient, to specifying position, is supported between leading edge cover plate 8 and rear counterforce device 1 by temporary support 34；Followed by
Continuous placement decomposes side plate 130, and its one end contacts with leading edge cover plate 8, and the other end inserts in draw-in groove 32, simultaneously
Decomposition side plate 130 is fixed by supporting 2 33, continues to insert laminated soil 12, when leading edge cover plate 8 is the most steady
After Ding, temporary support 34 is removed, add support bar 27, continue to insert laminated soil 12, until modelling is complete
Become；
(7) continue to insert laminated soil 12, insert and reach specified altitude assignment stopping；
(8) after model reaches intensity, successively remove support 2 33, decompose side plate 13, support 27, front
Edge cover plate 8, slope angle cover plate 10；
(9) steel plate 3, support 17, jack 2, foil gauge 5 and dial gauge 6 are installed；
(10) and it is further applied load step by step with jack 2 simultaneously, withdraws from support when jack 2 pushes against two ends
17；After dial gauge 6 pointer is stable, reads registration, and analyzes strain data；
(11) by the reading plotter 24 of vibrating string extensometer 23 reads strain gauge actual measured value, and calculate
Strain within rock mass: calculate according to following formula:
εm=k △F+b△T=k (F-F0)+(b-α)(T-T0)
In formula: εmThe dependent variable of tested works, unit is 10-6；
The measurement sensitivity of k strain gauge, unit is 10-6/F；
△FStrain gauge real-time measurement values is relative to the variable quantity of reference value, and unit is F；
△TTemperature real-time measurement value is relative to the variable quantity of reference value, and unit is DEG C；
The real-time measurement values of F strain gauge, unit is F；
F0The measuring basis value of strain gauge, unit is F；
The temperature correction coefficient of b strain gauge, unit is 10-6/℃；
The linear expansion coefficient of the tested works of α, unit is 10-6/℃；
The real-time measurement values of T temperature, unit is DEG C；
T0The measuring basis value of temperature, unit is DEG C.
Note: frequency modulus F=Hz2×10-3。
Claims (2)
1. under the conditions of a front heavy excavation, a clump of piles pushes away model test of pile device, it is characterized in that: include model and pattern board (11), model is placed on pattern board (11), the front-end and back-end of model are separately installed with front counterforce device (40) and rear counterforce device (1), and the both sides of model are side plate (13)；Described model includes Model Pile (4), Model Pile (4) has steel plate (3) towards the side of model rear end, being connected by jack (2) between steel plate (3) with rear counterforce device (1), described jack (2) is fixed by support (17)；
Described side plate (13) inwall posts gage (22), and side plate (13) outer wall has diagonal brace (18)；There is mounting hole on diagonal brace (18) base, is arranged on pattern board (11) by screw；
Model front end, by slope angle cover plate (10), the slope of model has leading edge cover plate (8)；Described slope angle cover plate (10) is hinged with leading edge cover plate (8) by hinge (9), has support bar (27) between leading edge cover plate (8) and front counterforce device (40)；
Foil gauge (5) and dial gauge (6) are installed on Model Pile (4) pile body, model leading edge and slope, foil gauge (5) is connected with static strain testing instrument (15), and static strain testing instrument (15) is connected with computer analysis system (16)；Dial gauge (6) is arranged on fixed support (7), and fixed support (7) bottom is fixed on pattern board (11) with magnet (25)；
Model is made up of the laminated soil (12) of multilamellar, at the layering of the centre of every layer of laminated soil (12) and abutting lamellar soil (12), vibrating string extensometer (23) is installed, vibrating string extensometer (23) is connected with reading plotter (24), is also equipped with one layer of Talcum bisque (21) between abutting lamellar soil (12).
Before stake the most according to claim 1, under the conditions of heavy excavation, a clump of piles pushes away model test of pile device, it is characterized in that: described side plate (13) is divided into decomposition side plate (130), front counterforce device (40) and rear counterforce device (1) are separately installed with draw-in groove (32), will decompose side plate (130) two ends and insert in draw-in groove (32).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620102989.1U CN205483614U (en) | 2016-02-01 | 2016-02-01 | A clump of piles pushes away a model test device under preceding heavy excavation condition of stake |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620102989.1U CN205483614U (en) | 2016-02-01 | 2016-02-01 | A clump of piles pushes away a model test device under preceding heavy excavation condition of stake |
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| Publication Number | Publication Date |
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| CN205483614U true CN205483614U (en) | 2016-08-17 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201620102989.1U Expired - Fee Related CN205483614U (en) | 2016-02-01 | 2016-02-01 | A clump of piles pushes away a model test device under preceding heavy excavation condition of stake |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105547732A (en) * | 2016-02-01 | 2016-05-04 | 西南石油大学 | Device and method for pile group push-pile model test in the condition of heavy excavation in the front of piles |
| CN106351268A (en) * | 2016-10-26 | 2017-01-25 | 河北建筑工程学院 | Lateral loading pile soil dynamic response model test chamber |
| CN112945426A (en) * | 2021-01-29 | 2021-06-11 | 西南石油大学 | Vibrating wire sensor and stress displacement testing method |
-
2016
- 2016-02-01 CN CN201620102989.1U patent/CN205483614U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105547732A (en) * | 2016-02-01 | 2016-05-04 | 西南石油大学 | Device and method for pile group push-pile model test in the condition of heavy excavation in the front of piles |
| CN106351268A (en) * | 2016-10-26 | 2017-01-25 | 河北建筑工程学院 | Lateral loading pile soil dynamic response model test chamber |
| CN112945426A (en) * | 2021-01-29 | 2021-06-11 | 西南石油大学 | Vibrating wire sensor and stress displacement testing method |
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160817 Termination date: 20170201 |
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| CF01 | Termination of patent right due to non-payment of annual fee |