CN106948386A - One kind is banketed side friction model test apparatus and its test method - Google Patents
One kind is banketed side friction model test apparatus and its test method Download PDFInfo
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- CN106948386A CN106948386A CN201710228834.1A CN201710228834A CN106948386A CN 106948386 A CN106948386 A CN 106948386A CN 201710228834 A CN201710228834 A CN 201710228834A CN 106948386 A CN106948386 A CN 106948386A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
Banketed side friction model test apparatus and its test method the invention discloses one kind, belong to ground testing field, experimental rig includes pile foundation, model casing, Model Pile and load device, banketed between Model Pile and model casing；Model casing is by several folded model loops set of wall up and down, and detachable be located between each model loop is unable to the constraint of relative displacement between each model loop to limit and constituted；Banketed between Model Pile and model casing and interior be disposed with several soil pressure cells and settling amount measuring point along depth direction.Test method comprises the following steps successively：Banket and set stake；Stake top is loaded and measured.The present invention is the further regularity of distribution and computational methods for studying the middle negative friction that bankets, theoretical foundation is provided for design by carrying out model test.
Description
Technical field
The invention belongs to ground testing field, more particularly to banket side friction model test apparatus and test method.
Background technology
Negative friction often betides the pile foundation being built in the soil layers such as recent fill, weak soil, collapsible loess, or because earth's surface is big
The reason such as level of ground water decline is produced in scope preloading, soil layer, and it causes the depression of bearing force of pile foundation, sedimentation increase, to engineering
Produce very big harm.Domestic and foreign scholars carried out in terms of the mechanism of action, computational methods, prophylactico-therapeutic measures of negative friction compared with
Many research work, and achieve many achievements.But in terms of available data, its research means is more with theoretical analysis and numerical method
Based on, scene and laboratory test achievement are less.In addition, to indoor model test, its key difficulties is how to simulate what is banketed
The process conducted oneself with dignity to stake application effect, the problem never has fine solution.
The content of the invention
It is an object of the invention to：The problem of being existed according to prior art, the invention provides the side friction model that bankets
Experimental rig and test method, are the further regularity of distribution and meter for studying the middle negative friction that bankets by carrying out model test
Calculation method, theoretical foundation is provided for design.
The object of the invention is realized by following technical proposals：
One kind is banketed side friction model test apparatus, including pile foundation, model casing, Model Pile and load device, model
Case is supported by pile foundation above the pile foundation, and pile foundation is by being vertically arranged the cylinder of bolster model case, and is filled in cylinder
Interior original state rock-soil layer is constituted, and Model Pile is vertically in model casing, and its lower end is supported by original state rock-soil layer, its top set by
The load device of level loading, bankets between Model Pile and model casing；Model Pile is a cylindrical tube, and tube outer surface pastes sand
Grain, if the foil gauge of the axially disposed dried layer full-bridge connection of inside pipe wall, several foil gauges per ply strain piece by being arranged symmetrically
Composition；Model casing is by several folded model loops set of wall up and down, and detachable be located between each model loop is used to
Limit and the constraint of relative displacement is unable between each model loop constitutes, model loop is made up of ring bodies, load-bearing ring and earth-retaining ring, load-bearing
Ring is the horizontal annular structure (i.e. the face of a level is along the horizontal plane around cyclization) located at ring bodies inwall bottom, and earth-retaining ring is to set
Below load-bearing ring, and height is more than or equal to the vertical loop configuration of clearance height between the model loop and lower section model loop (i.e.
One vertical face is along the horizontal plane around cyclization)；Banketed between Model Pile and model casing it is interior along depth direction be disposed with several soil
Pressure cell and settling amount measuring point.
In the present invention, the tube outer surface of Model Pile pastes sand grains, to meet the requirement of similarity of coefficient of friction between Pile Soil.Mould
Type ring is made up of ring bodies, load-bearing ring and earth-retaining ring.The deadweight that the deadweight of ring bodies and load-bearing ring top are banketed passes through load-bearing
Ring is passed to banket below, to simulate the weight stress banketed.In addition, each steel loop bottom sets one of earth-retaining ring, to prevent
Only banket leakage.Pile head settlement is by the changed measurement of Model Pile stake top height, and the foil gauge in Model Pile measures pile strain, fill out
Soil pressure cell measures the pressure that bankets in soil, and settling amount measuring point measures solum settlement.
Due to experiment when, it is difficult on demand control banket under self gravitation effect occur consolidation settlement process (for example,
Banket and start consolidation settlement during filling, and when starting to measure, there is substantial portion of sedimentation to complete, and its is accurate
Value is also difficult to estimate), therefore as it was previously stated, the Action of Gravity Field banketed with the deadweight of ring bodies and load-bearing ring top is in banketing
On, being banketed with pressure simulation of its generation, (during experiment, the consolidation settlement that the deadweight that should make to banket is produced is in advance for the pressure that deadweight produces
Complete).Before the test, when Constrained is supported between peripheral cyclic body, ring bodies does not produce sedimentation, and its gravity would not be reached and filled out
Soil.When removing constraint supporting, its gravity will be reached and banketed, and making to banket settles, and produce negative friction in stake side.Pass through
This method, can be by experiment the need for, the present invention can efficiently control the time of origin for sedimentation of banketing.
Alternatively, the ring bodies of model loop is the steel box added with steel sand.In the program, by adding iron into steel box
Sand, can be by the multistage loadings of steel sand amount flexibly and easily control load to obtain enough weight.
Alternatively, there is the steel plate with lead-out wire in the settlement measurement point embedment banketed, lead-out wire is connected use with dial gauge
To measure sedimentation.
Alternatively, the load device that Model Pile top is set is weighted platform, and weighted platform is using bloom or counterweight point
Level loading.
Alternatively, the original state rock-soil layer in the cylinder of pile foundation is the soft rock of severely-weathered or middle weathering.
Alternatively, Model Pile is an aluminum pipe, and aluminum pipe is made up of the two halves split of axial subdivision.In the program, for ease of
Fixed (for example pasting) foil gauge, cuts open dimidiation by aluminum pipe, after fixed (such as pasting) is good, then is integrated.
Alternatively, the foil gauge of axially disposed 8~10 layers of full-bridge connection of Model Pile inside pipe wall, per ply strain piece by right
Claim 4 foil gauges composition of arrangement.In the program, each section, which need to be arranged symmetrically several foil gauges, can eliminate eccentric shadow
Ring.
Alternatively, model casing banket it is middle along depth direction arrange 5~6 soil pressure cells.
Alternatively, model casing banket it is middle along depth direction arrange 5~6 settling amount measuring points.
A kind of test method of the foregoing side friction model test apparatus that bankets, comprises the following steps successively：
1) banket and set stake：
Pile foundation has been set up, successively the model loop of placement model case and has been banketed in model casing, places Model Pile, now
Each model ring position of model casing is fixed, and relative displacement can not occur each other, during successively banketing, arrange simultaneously
Soil pressure cell and settling amount measuring point；
2) stake top is loaded：
Using different load modes, and stake top peak load is set as Pmax, apply during experiment by different ranks：
The first load mode：First do not apply pile top load, and the abundant consolidation settlement under gravity that makes to banket, and
Stake side produces negative friction, waits after the completion of settling, and re-grading applies pile top load：After every grade of loading, stake and the deformation of soil are measured
And stress, after stablizing, plus next stage load, add to peak load step by step according to this；
Second of load mode：First apply after pile top load, to be deformed and stability under loading, then make fill stratum in Action of Gravity Field
Lower generation consolidation settlement, until stable；Then, banket again and pacify stake, change pile top load, repeat said process；
Step 2) in soil consolidation settle implementation method：
At the trial, it is not necessary to during solum settlement, each model interannular of model casing is limited by constraint, and it is heavy that model loop is not produced
Drop；When needing to produce solum settlement, each model interannular constraint of model casing is removed, its gravity, which is reached, to banket, and makes generation of banketing
Sedimentation, and produce negative friction in stake side；
3) measure：
By certain time interval, pile head settlement, solum settlement are measured, pile strain, banket pressure, until deformation and should
Power is stable.
Alternatively, when removing each model interannular constraint of model casing, successively remove from top to bottom.
Alternatively, pile top load is applied by following rank：P=0,0.2Pmax, 0.4Pmax, 0.6Pmax, 0.8Pmax,
Pmax。
Foregoing main scheme of the invention and its each further selection scheme can form multiple schemes with independent assortment, be this
The scheme that invention can be used and is claimed；And the present invention, between (each non conflicting selection) selection and between other selections
Can also independent assortment.Those skilled in the art can understand have after the present invention program is understood according to prior art and common knowledge
Multiple combinations, are claimed technical scheme of the invention, exhaustion are not done herein.
Beneficial effects of the present invention：By model test, it can be obtained with reference to numerical Analysis and field measurement：
(1) banket the sedimentation of deadweight and the lower stake of external load effect；
(2) distribution of the axle power of stake along pile body；
(3) distribution form and neutral point position of pile side friction etc..
(4) sedimentation that different depth bankets.
Brief description of the drawings
Fig. 1 is the section structure schematic diagram of the embodiment of the present invention；
Fig. 2 is the vertical section structure schematic diagram of the model loop of the embodiment of the present invention；
Fig. 3 is the cross section structure schematic diagram of the model loop of the embodiment of the present invention；
Wherein 1 be Model Pile, 2 be load device, 3 be cylinder, 4 be original state rock-soil layer, 5 to banket, 6 be foil gauge, 7 be
Model loop, 71 be ring bodies, 72 be load-bearing ring, 73 be earth-retaining ring, 8 be constraint, 9 be soil pressure cell, 10 be settling amount measuring point.
Embodiment
Following non-limiting examples are used to illustrate the present invention.
Referring to figs. 1 to shown in 3, one kind is banketed side friction model test apparatus, including pile foundation, model casing, Model Pile 1
With load device 2, model casing is supported by pile foundation above the pile foundation, and pile foundation is by being vertically arranged the cylinder of bolster model case
3, and the original state rock-soil layer 4 being filled in cylinder 3 constitutes, Model Pile 1 is vertically in model casing, and its lower end is by original state ground
Layer 4 is supported, and its top sets the load device 2 of multistage loadings, bankets 5 between Model Pile 1 and model casing；Model Pile 1 is
One cylindrical tube, tube outer surface pastes sand grains, if the foil gauge 6 of the axially disposed dried layer full-bridge connection of inside pipe wall, per ply strain piece 6
It is made up of several foil gauges 6 being arranged symmetrically；Model casing is by the folded model loop 7, Yi Jike set of wall above and below several
Detachable, which is located between each model loop 7, to be unable to the constraint 8 of relative displacement between each model loop 7 to limit and constitutes, model loop 7 by
Ring bodies 71, load-bearing ring 72 and earth-retaining ring 73 are constituted, and load-bearing ring 72 is the horizontal annular structure located at the inwall bottom of ring bodies 71
(i.e. the face of a level is along the horizontal plane around cyclization), such as steel disc, earth-retaining ring 73 is to be more than located at the lower section of load-bearing ring 72, and highly
Equal to the vertical loop configuration of clearance height between the model loop 7 and lower section model loop 7, (i.e. one vertical face is surround along the horizontal plane
Cyclization)；Banketed between Model Pile 1 and model casing and be disposed with several soil pressure cells 9 and settling amount measuring point along depth direction in 5
10.Alternatively, as shown in this embodiment, model loop 7 is a steel loop, and its ring bodies 71 is the steel box added with steel sand.Filling out
The embedment of settlement measurement point 10 of soil 5 has the steel plate with lead-out wire, and lead-out wire is connected to measure sedimentation with dial gauge.Model Pile 1
The load device 2 that top is set is weighted platform, and weighted platform uses bloom or counterweight hierarchical loading.In the cylinder 3 of pile foundation
Original state rock-soil layer 4 for severely-weathered or middle weathering soft rock (such as mud stone, sandstone).
As an example, design it is a kind of with live original shape geometric similarity is than the side friction test device for 25 and is tried
Test：
1. the parameter of prototype：
The a diameter of 0.8m of stake, length is 20m；Pile side soil layer, to banket, is the sandstone of severely-weathered, middle weathering below stake bottom.
Stake top vertical load is 6000kN.
2. indoor model test：
(1) likelihood ratio：
According to the theory of similarity, the interior friction that stake side is banketed should be equal to the internal friction angle actually banketed, i.e. CΦ=1, and it is glutinous poly-
The likelihood ratio Cc=25 (i.e. the cohesion of model clay is the 1/25 of prototype soil) of power, equally, the C of its deformation modulusE=25.
Geometric similarity ratio (prototype/model) is Cl=25, the likelihood ratio C for severe of banketingγThus=2.5 can determine that experiment institute
The analog material needed.
(2) testing equipment：
1) model casing (as shown in Figures 1 to 3)：
1. according to the length of Model Pile 1, diameter, to eliminate edge effect, using diameter 800mm, height 1600mm circle
Column type model casing.The stake a length of 0.8m, external diameter 30mm of Model Pile 1, internal diameter 28mm, pile shaft material be aluminum pipe or other materials, and
Sand grains is pasted in aluminum pipe outer surface, to meet the requirement of similarity of coefficient of friction between Pile Soil.
2. the Gravitative Loads banketed for simulation, intend the outer wall using the composition model case of separated foundation ring 7：In Model Pile 1
Before burying, each model loop 7 is fixed by constraining 8 positions, can not be subjected to displacement each other.After Model Pile 1 is buried well, take down
Constraint 8 between model loop 7, makes soil layer be settled under the Gravitative Loads of model loop 7.
2) load acted in stake top：
The stake top maximum vertical load of Model Pile 1 is 384N, can be used using weighted platform is set on stake top rigid support
The weight hierarchical loading such as bloom or counterweight.
(3) measuring element and arrangement：
1) displacement at pile top and the sedimentation banketed are surveyed using percentage.
2) arrange that 8~10 sections measure strain in the pile body of Model Pile 1, pile shaft force, frictional resistance can be derived from by strain
Distribution situation.To eliminate Influence from Eccentric, each section need to be arranged symmetrically 4 foil gauges.Connected using full-bridge.
3) the middle different depth that bankets arranges 5~6 soil pressure measurement sections, is measured in soil and vertically pressed by soil pressure cell 9
Power with depth change.
4) the middle different depth that bankets arranges 5~6 settling amount measuring points 10, is measured and is banketed at different depth by dial gauge
Sedimentation.
(4) process of the test：
1) banket and set stake：
Banket 5 in model casing, and place Model Pile 1.Now the position of model loop 7 is fixed, and each other can not
Generation relative displacement.During successively banketing, while arranging soil pressure cell 9 and settling amount measuring point 10.
2) stake top is loaded：
In Practical Project, superstructure is gradually increased in the pressure that stake top is produced, and bankets and is applied to rubbing for a side
Resistance is also progressively to occur with the consolidation settlement of fill stratum, so, there is what a stake top pressure, the frictional resistance that bankets applied
The problem of sequencing.To reflect influence of this factor to negative friction, in model test, different loadings will be used
Mode.
1. set stake top peak load as Pmax, apply during experiment by different rank, such as P=0,0.2Pmax, 0.4Pmax,
0.6Pmax、0.8Pmax、Pmax。
2. the first load mode：First do not apply pile top load, and make 5 abundant consolidation settlements under gravity of banketing,
And produce negative friction in stake side.Wait after the completion of settling, re-grading applies pile top load：Every grade loading after, measure stake and soil
After deformation and stress, stabilization, plus next stage load, add to peak load step by step according to this.
3. second of load mode：First apply after pile top load, to be deformed and stability under loading, then make to banket 5 in gravity work
With lower generation consolidation settlement, until stable.Then, banket again and pacify stake, change pile top load, repeat said process.Also
It is to say, to the above-mentioned pile top load per one-level, all needs to re-start to banket and set the process of the test that stake loading solum settlement is measured.
The realization of solum settlement in foregoing 2) stake top loading：
Due to experiment when, it is difficult on demand control banket under self gravitation effect occur consolidation settlement process (for example,
Banket and start consolidation settlement during filling, and when starting to measure, there is substantial portion of sedimentation to complete, and its is accurate
Value is also difficult to estimate), therefore as it was previously stated, with the Action of Gravity Field of native surrounding mold ring 7 on banketing, with the pressure mould of its generation
The pressure that deadweight of intending banketing is produced (during experiment, the consolidation settlement that the deadweight that should make to banket is produced is completed in advance).At the trial, surrounding
When 7 Constraineds 8 of model loop are supported, model loop 7 does not produce sedimentation, and its gravity, which would not be reached, bankets 5.Constraint 8 is removed to support
When, its gravity, which will be reached, bankets 5, and making to banket 5 settles, and produces negative friction in stake side.By this method, it can press
The need for experiment, the time of origin for sedimentation of banketing is efficiently controlled.
4) measure：
By certain time interval, measure pile head settlement, solum settlement, pile strain, the pressure that bankets etc., until deformation and
Stress stability.
Presently preferred embodiments of the present invention is the foregoing is only, is not intended to limit the invention, all essences in the present invention
Any modification, equivalent and improvement made within refreshing and principle etc., should be included within the scope of the present invention.
Claims (10)
- The side friction model test apparatus 1. one kind is banketed, it is characterised in that：Including pile foundation, model casing, Model Pile and load Device, model casing is supported by pile foundation above the pile foundation, and pile foundation is by being vertically arranged the cylinder of bolster model case, and fills out Fill and constituted in the original state rock-soil layer in cylinder, Model Pile is vertically in model casing, and its lower end is supported by original state rock-soil layer, it is pushed up End sets the load device of multistage loadings, is banketed between Model Pile and model casing；Model Pile is a cylindrical tube, tube outer surface Paste sand grains, if the foil gauge of inside pipe wall axially disposed dried layer full-bridge connection, per ply strain piece by be arranged symmetrically several Foil gauge is constituted；Model casing by several folded model loops set of wall up and down, and it is detachable located at each model loop it Between the constraint of relative displacement be unable between each model loop to limit constitute, model loop is by ring bodies, load-bearing ring and earth-retaining ring structure Into load-bearing ring is the horizontal annular structure located at ring bodies inwall bottom, and earth-retaining ring is to be more than below load-bearing ring, and highly Equal to the vertical loop configuration of clearance height between the model loop and lower section model loop；Banketed between Model Pile and model casing interior edge Depth direction is disposed with several soil pressure cells and settling amount measuring point.
- 2. the side friction model test apparatus as claimed in claim 1 that bankets, it is characterised in that：The ring bodies of model loop is to add Added with the steel box of steel sand.
- 3. the side friction model test apparatus as claimed in claim 1 that bankets, it is characterised in that：In the settlement measurement point banketed Embedment has the steel plate with lead-out wire, and lead-out wire is connected to measure sedimentation with dial gauge.
- 4. the side friction model test apparatus as claimed in claim 1 that bankets, it is characterised in that：The load that Model Pile top is set Lotus device is weighted platform, and weighted platform uses bloom or counterweight hierarchical loading.
- 5. the side friction model test apparatus as claimed in claim 1 that bankets, it is characterised in that：Original in the cylinder of pile foundation Shape rock-soil layer is the soft rock of severely-weathered or middle weathering.
- 6. the side friction model test apparatus as claimed in claim 1 that bankets, it is characterised in that：Model Pile inside pipe wall is vertically The foil gauge of 8~10 layers of full-bridge connection of arrangement, is made up of per ply strain piece 4 foil gauges being arranged symmetrically.
- 7. the side friction model test apparatus as claimed in claim 1 that bankets, it is characterised in that：Banketing for model casing is middle along depth Spend direction and arrange 5~6 soil pressure cells and 5~6 settling amount measuring points.
- 8. a kind of test method of the side friction model test apparatus that bankets in claim 1 to 7 described in any claim, It is characterized by orderly comprising following steps：1) banket and set stake：Pile foundation has been set up, successively the model loop of placement model case and has been banketed in model casing, places Model Pile, now model Each model ring position of case is fixed, and relative displacement can not occur each other, during successively banketing, while arranging soil pressure Power box and settling amount measuring point；2) stake top is loaded：Using different load modes, and stake top peak load is set as Pmax, apply during experiment by different ranks：The first load mode：First do not apply pile top load, and the abundant consolidation settlement under gravity that makes to banket, and in stake side Negative friction is produced, is waited after the completion of settling, re-grading applies pile top load：Every grade loading after, measure stake and soil deformation and by After power, stabilization, plus next stage load, add to peak load step by step according to this；Second of load mode：First apply after pile top load, to be deformed and stability under loading, then fill stratum is produced under gravity Raw consolidation settlement, until stable；Then, banket again and pacify stake, change pile top load, repeat said process；Step 2) in soil consolidation settle implementation method：At the trial, it is not necessary to during solum settlement, each model interannular of model casing is limited by constraint, and model loop does not produce sedimentation； When needing to produce solum settlement, each model interannular constraint of model casing is removed, its gravity, which is reached, to banket, making to banket, it is heavy to occur Drop, and produce negative friction in stake side；3) measure：By certain time interval, pile head settlement, solum settlement are measured, pile strain, banket pressure, until deformation and stress are steady It is fixed.
- 9. the test method of the side friction model test apparatus as claimed in claim 8 that bankets, it is characterised in that：Remove model During each model interannular constraint of case, successively remove from top to bottom.
- 10. the test method of the side friction model test apparatus as claimed in claim 8 that bankets, it is characterised in that：Stake top lotus Carry and apply by following rank：P=0,0.2Pmax, 0.4Pmax, 0.6Pmax, 0.8Pmax, Pmax.
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| CN110232860A (en) * | 2019-06-11 | 2019-09-13 | 长沙理工大学 | Multifunction test device and its test method for soil mechanics plane strain problems |
| CN110230329A (en) * | 2019-07-12 | 2019-09-13 | 吉林大学 | The pile side friction experimental rig and method of indoor simulation soil around pile stress |
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| CN110230329A (en) * | 2019-07-12 | 2019-09-13 | 吉林大学 | The pile side friction experimental rig and method of indoor simulation soil around pile stress |
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