CN107727517A - A kind of energy stake stake Soil Interface shearing experiment device and experimental method - Google Patents
A kind of energy stake stake Soil Interface shearing experiment device and experimental method Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 80
- 238000010008 shearing Methods 0.000 title claims abstract description 57
- 238000002474 experimental method Methods 0.000 title claims abstract description 28
- 239000013307 optical fiber Substances 0.000 claims abstract description 29
- 239000000835 fiber Substances 0.000 claims abstract description 26
- 230000003287 optical effect Effects 0.000 claims abstract description 24
- 238000005259 measurement Methods 0.000 claims abstract description 6
- 238000010438 heat treatment Methods 0.000 claims abstract description 5
- 238000001816 cooling Methods 0.000 claims abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 27
- 238000006073 displacement reaction Methods 0.000 claims description 24
- 230000005540 biological transmission Effects 0.000 claims description 22
- 238000013461 design Methods 0.000 claims description 12
- 238000012360 testing method Methods 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 7
- 239000004575 stone Substances 0.000 claims description 7
- 238000007789 sealing Methods 0.000 claims description 6
- 230000033001 locomotion Effects 0.000 claims description 5
- 230000006641 stabilisation Effects 0.000 claims description 3
- 238000011105 stabilization Methods 0.000 claims description 3
- SMZOUWXMTYCWNB-UHFFFAOYSA-N 2-(2-methoxy-5-methylphenyl)ethanamine Chemical compound COC1=CC=C(C)C=C1CCN SMZOUWXMTYCWNB-UHFFFAOYSA-N 0.000 claims description 2
- NIXOWILDQLNWCW-UHFFFAOYSA-N 2-Propenoic acid Natural products OC(=O)C=C NIXOWILDQLNWCW-UHFFFAOYSA-N 0.000 claims description 2
- 238000000576 coating method Methods 0.000 claims description 2
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 6
- 238000011161 development Methods 0.000 abstract description 5
- 238000011160 research Methods 0.000 abstract description 2
- 239000000523 sample Substances 0.000 description 66
- 238000005516 engineering process Methods 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 3
- 230000036760 body temperature Effects 0.000 description 2
- 230000001808 coupling effect Effects 0.000 description 2
- 238000009413 insulation Methods 0.000 description 2
- 230000009466 transformation Effects 0.000 description 2
- 238000003491 array Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000005057 refrigeration Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/022—Environment of the test
- G01N2203/0222—Temperature
- G01N2203/0224—Thermal cycling
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
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Abstract
The present invention provides a kind of energy stake stake Soil Interface shearing experiment device and experimental method, belongs to Geotechnical Engineering field.The device includes detachable outer framework, loading system, shear box, cooling and heating circulation system and fiber grating measurement system.This method buries heat exchanger tube in concrete sample and optical fiber optical grating array, heat exchanger tube are connected with water-circulating pump, and optical fiber optical grating array connects with (FBG) demodulator, and precisely effective control can be carried out to concrete sample temperature；Pass through the laying optical fiber grating array in soil sample and concrete sample, the real-time change of shear strength and the real-time development of shear band during recordable shearing experiment, also concrete sample and the change of soil sample internal stress and the distribution of thermograde are can record, foundation is provided for research energy stake stake Soil Interface shear property.The device simple structure of the present invention, it is easy to be easy-to-use；Method and step is concise, workable, is easy to implement.
Description
Technical field
The invention belongs to Geotechnical Engineering field, is related to a kind of energy stake Pile Soil interface shearing experimental provision and experiment
Method.
Background technology
The current energy consumption structure in China is still based on fossil energy.Optimization of Energy Structure, promote the exploitation of novel energy
Utilize, it is significant for the development and progress of society.Shallow layer geothermal energy is as a kind of novel energy, by more and more
Attention.Earth source heat pump is a kind of environment protection type air conditioner system for the efficient energy-saving that refrigeration and heating are carried out using shallow layer geothermal energy,
But it has the shortcomings of costly, long in time limit.Pile foundation is widely used in building engineering field, considers earth-source hot-pump system
Gradually widely applied with the energy stake technology of pile foundation technological merit.But at present on energy stake thermodynamic study still
So less, especially under Thermal-mechanical Coupling effect, the shear property between energy stake and pile peripheral earth is not recognized clearly yet
Know.This directly affects the calculating and design of energy pile bearing capacity and settlement issues, serious to hinder the development of energy stake technology and make
With.
Before the present invention, Chinese patent literature CN103822875B discloses a kind of energy stake Pile-soil contact face frictional force
Test device and method of testing；Heat-transfer pipe is preset in Model Pile sample and is connected to temperature circulation control system, seal pressure room
Water inlet and delivery port are connected to balancing gate pit's temperature circulation control system, using temperature circulation control system by pile body and soil body temperature
Degree control obtains the frictional force in energy stake Pile-soil contact face in design load by strain gauge and displacement sensor.
The technical method, compared with traditional direct shear apparatus and simple shear apparatus are tested, it is contemplated that pile body temperature and the test temperature of pile peripheral earth etc.
The influence of factor, by the transformation to conventional ring shear apparatus balancing gate pit, realize the survey to energy stake Pile-soil contact face frictional force
It is fixed；But the experimental rig does not consider that energy stake Pile-soil contact face is in Thermal-mechanical Coupling effect down cut intensity in shear history
The real-time development of real-time change and shear band, do not consider that the distribution of pile body and pile peripheral earth internal temperature gradient contacts to stake soil yet
The influence of face shear property.Therefore, improvement is made on the basis of existing technique device, formulates new experimental method, is to grind
Study carefully the effective way of energy stake Pile Soil interface shearing characteristic；It is also significant for the scientific design of energy stake.
The content of the invention
It is an object of the invention to overcome drawbacks described above, undergo technological transformation, propose for existing centrifugal modeling equipment
A kind of energy stake Pile Soil interface shearing experimental provision and experimental method.
Technical scheme：
A kind of energy stake Pile Soil interface shearing experimental provision, including it is detachable outer framework, loading system, shear box, cold
Heat circulating system and fiber grating measurement system；
Described detachable outer framework includes crossbeam and column, and more root posts form the framework of a upper end open, crossbeam
Both ends are connected to the top of column, collectively form detachable outer framework；
Described shear box is detachable, including upper shear box and down cut box, and soil sample is placed in upper shear box, under cut
Cut and concrete sample is placed in box；Down cut box is fixed on shearing box base, and shearing box base is placed on roller bearing, and roller bearing is fixed
In detachable outer framework bottom, the relative motion of shearing box base and detachable outer framework is realized；
Described loading system includes horizontal addload system and vertical loading system；Horizontal addload system includes horizontal addload
Device, transmission rod, LVDT displacement transducers and strain gauge；Transmission rod passes through column, and one end is connected with horizontal loading apparatus,
The other end contacts with shear box chassis left side, and transmission rod promotes shear box base motions, so as to drive down cut box to move；LVDT
Displacement transducer is placed on transmission rod, for measuring down cut box horizontal displacement；
During shearing experiment, due to shearing the support of box base, free degree quilt of the down cut box in vertical plane
Constraint, can only carry out horizontal movement；Vertical loading system includes vertical loading device, transmission rod and strain gauge, transmission rod
Through crossbeam, one end is connected with vertical loading device, and the other end is connected with strain gauge；Vertical load is by vertically loading dress
Application is put, its axis is centrally located on straight line with upper shear box；
Described cooling and heating circulation system includes water-circulating pump and heat exchanger tube, and heat exchanger tube is arranged in concrete sample, with water
Circulating pump is connected, and the water of water-circulating pump driving different set temperature is circulated in heat exchanger tube；
Described fiber grating measurement system includes optical fiber optical grating array, fiber Bragg grating (FBG) demodulator and computer, optical fiber light
Grid array is arranged in concrete sample and soil sample, is connected by fiber Bragg grating (FBG) demodulator with computer；During shearing experiment,
The change of soil sample and concrete sample internal stress and the distribution situation of thermograde reach optical fiber light by optical fiber optical grating array
Grid (FBG) demodulator, is demodulated by signal, and real-time display is simultaneously recorded in computer；
In the soil sample of described upper shear box, filter paper, permeable stone and water tank are sequentially placed from the bottom up；Water tank both ends and row
Water pipe is connected, and water tank can transmit vertical pressure, and and can passes through the drainage condition of drainpipe Valve controlling shearing experiment, drainpipe
For carrying out soil sample draining；
The intensity of described concrete sample is C20-C60, analog energy stake pile body.Concrete sample and soil sample contact site
The roughness divided is depending on actual demand is tested.
Described heat exchanger tube uses polymeric material, and the internal diameter of heat exchanger tube is 10-13mm, and the external diameter of heat exchanger tube is 13-
16mm。
Described optical fiber optical grating array is protected using acrylic acid coatings.
The inner wall even distribution of described detachable outer framework and shear box has heat-barrier material.
Sealed between described transmission rod and crossbeam or column by sealing sleeve pipe.
A kind of experimental method of energy stake Pile Soil interface shearing experimental provision, comprises the following steps：
(1) as requested, the concrete sample of prefabricated corresponding roughness；In concrete sample in advance lay heat exchanger tube and
Optical fiber optical grating array, and heat exchanger tube and grating fibers array are connected with water-circulating pump and fiber Bragg grating (FBG) demodulator respectively, carry out
Instrument testing；
(2) concrete sample is positioned in down cut box, down cut box with shearing box base be connected, shear box base and
Connected between detachable outer framework by roller bearing；Down cut box side is connected with horizontal loading apparatus by transmission rod, power transmission
LVDT displacement transducers are laid with bar, end is furnished with strain gauge, and strain gauge is applied for measuring horizontal addload system
Add to the load of down cut box；
(3) optical fiber optical grating array is laid in soil sample in advance, and is connected with fiber Bragg grating (FBG) demodulator；Saturation soil sample is placed
In upper shear box, according to selection draining or the und rained condition application vertical pressure of imposing a condition；Upper shear box top is successively
Place filter paper, permeable stone and water tank, wherein water tank both ends to be connected with drainpipe, water tank can transmit vertical pressure, and and can passes through
The drainage condition of drainpipe Valve controlling shearing experiment；
(4) fiber Bragg grating (FBG) demodulator and computer are opened, primary stress and temperature data acquisition are carried out, by vertically loading
System applies the Normal stress of setting to upper shear box；Water-circulating pump is opened, circulates the water of design temperature, until concrete sample
Temperature reaches design load；
(5) when concrete sample temperature stabilization is in design load, down cut box is applied by horizontal addload system horizontal
Load, while record strain gauge and LVDT displacement transducer readings；
(6) when shear surface reaches criterion of failure or horizontal displacement reaches the displacement upper limit of setting, stop horizontal addload and
Vertical loading, closes water circulation, stops the data acquisition of optical fiber optical grating array, and it is real to complete one group of energy stake Pile Soil interface shearing
Test；
(7) according to optical fiber optical grating array, it may be determined that temperature and stress during concrete sample and soil sample shearing experiment
Change and temperature distribution situation inside concrete sample and soil sample；It can be determined according to LVDT displacement transducers read-record
The relative shift of concrete sample and soil sample；Concrete sample can determine that according to the vertical load of setting and strain gauge
With the vertical stress of soil sample shear interface；Concrete sample and soil sample can be determined according to the strain gauge of horizontal addload system
The shear stress of shear interface.
In summary, can obtain the experiment of energy stake Pile Soil interface shearing shear strength and experimentation in pile body
Portion and inside soil body stress variation and temperature distribution gradients situation, carried further to probe into energy stake Pile Soil interface shearing characteristic
For foundation.Beneficial effects of the present invention：By burying heat exchanger tube and optical fiber optical grating array, the heat exchanger tube in concrete sample
It is connected with water-circulating pump, the grating light array connects with fiber Bragg grating (FBG) demodulator, can carry out essence to concrete sample temperature
Accurate effective control；By the laying optical fiber grating array in soil sample and concrete sample, it can record in experimentation and shear by force
The real-time change of degree and the development of shear band, it also can record concrete sample and the change of soil sample internal stress and temperature ladder
The distribution of degree, foundation is provided for research energy stake Pile Soil interface shearing characteristic.Simple structure of the present invention, it is easy to be easy-to-use；This method
Step is concise, workable, is easy to implement.
Brief description of the drawings
Fig. 1 is the structural representation of energy stake Pile Soil interface shearing experimental provision of the present invention.
In figure：1 vertical loading device；2 transmission rods；3 sealing sleeve pipes；4 strain gauges；5 water tanks；6 soil sample drainpipes；7
Filter paper；8 permeable stones；Shear box on 9；10 bolts；11 down cut boxes；12 thermal insulation layers；13 shearing box bases；14 roller bearings；15 columns；
16 crossbeams；17 horizontal loading apparatus；18LVDT displacement transducers；19 optical fiber optical grating arrays；20 fiber Bragg grating (FBG) demodulators；21 calculate
Machine；22 heat exchanger tubes；23 water-circulating pumps.
Embodiment
Describe the embodiment of patent of the present invention in detail below in conjunction with accompanying drawing.
As shown in figure 1, a kind of energy stake Pile Soil interface shearing experimental provision, its apparatus structure include vertical loading device
1st, transmission rod 2, sealing sleeve pipe 3, strain gauge 4, water tank 5, soil sample drainpipe 6, filter paper 7, permeable stone 8, upper shear box 9, spiral shell
Bolt 10, down cut box 11, thermal insulation layer 12, shearing box base 13, roller bearing 14, column 15, crossbeam 16, horizontal loading apparatus 17,
LVDT displacement transducers 18, grating fibers array 19, fiber Bragg grating (FBG) demodulator 20, computer 21, heat exchanger tube 22 and water-circulating pump
23.Heat exchanger tube 22 is arranged in concrete sample, is connected with water-circulating pump 23；Optical fiber optical grating array 19 is arranged in concrete sample
It is connected in soil sample, and with fiber grating demodulation device 20, fiber grating demodulation device 20 is connected with computer 21；Upper shear box 9
Middle placement soil sample, and be fixed on by bolt 10 on shearing box base 13, with the center alignment of down cut box 11, test beginning
Before, bolt 10 is removed, and strain gauge 4 is connected with by connector；Concrete sample is placed in down cut box 11, and it is fixed
In on shearing box base 13；Shearing box base 13 is connected by roller bearing 14 with column 15 and crossbeam 16；Horizontal loading apparatus
Horizontal loading is put on shearing box base 13 by 17 by being disposed with the transmission rod 3 of LVDT displacement transducers 18；Vertical loading dress
Put 1 with transmission rod 2 and strain gauge 4 to be connected, vertical load is applied into feed-tank 5, so as to which vertical load be passed to
Upper shear box 9；Soil sample drainpipe 6 is disposed with water tank 5, it is allowed to soil sample draining；Outer framework is made up of column 15 and crossbeam 16, outside
Framework and shear box inner wall even distribution are equipped with heat-barrier material 12.
In use, the experimental method of above-mentioned energy stake Pile Soil interface shearing experimental provision includes following technical step：
The first step is strong according to requirement of experiment, the concrete sample and soil sample of prefabricated corresponding roughness, concrete sample first
Spend to be originally embodied as C30, length, width and height are respectively 150mm, 150mm, 100mm；U is laid on demand at advance in concrete sample
Shape heat exchanger tube 22 and optical fiber optical grating array 19, are connected with water-circulating pump 23 and fiber Bragg grating (FBG) demodulator 20 respectively, and by optical fiber light
Grid (FBG) demodulator 20 is connected to computer 21, carries out instrument testing, and optical fiber optical grating array 19 is only arranged wherein in soil sample；Heat exchanger tube is adopted
With polymeric material, internal diameter 12mm, external diameter 15mm, length is depending on actual conditions are tested；Secondly concrete sample is put
It is placed in down cut box 11, soil sample is positioned in upper shear box 9, selects drainage condition to apply vertical pressure in an experiment, on
The top of shear box 9 is sequentially placed filter paper 7, permeable stone 8 and water tank 5.
Second step, opens fiber Bragg grating (FBG) demodulator 20 and computer 21 carries out primary stress and temperature data acquisition, passes through
Vertical loading system applies the vertical load of setting to upper shear box 9；Water-circulating pump 23 is opened, circulates the water of design temperature, directly
Reach design load to concrete sample temperature；When concrete sample temperature stabilization is in design load, pass through horizontal addload system pair
Down cut box 11 applies horizontal loading, while records strain gauge 4 and the reading of LVDT displacement transducers 18；When shear surface reaches
When corresponding criterion of failure or horizontal displacement reach the displacement upper limit of setting, stop horizontal addload and vertical loading, close water and follow
Ring, stop the data acquisition of optical fiber optical grating array, complete one group of energy stake Pile Soil interface shearing experiment.
3rd step, data are surveyed according to fiber grating measurement system, it may be determined that concrete sample and soil sample shearing experiment
During temperature and stress variation and the temperature distribution situation inside concrete sample and soil sample；According to LVDT displacement transducers
18 read-records can determine concrete sample and the relative shift of soil sample；According to the vertical load and stress sensing of setting
Device 4 can determine that concrete sample and the vertical stress of soil sample shear interface；Can be true according to the strain gauge 4 of horizontal addload system
Determine concrete sample and the shear stress of soil sample shear interface；In summary, the experiment of energy stake Pile Soil interface shearing can be obtained
Shear strength and experimentation in pile body and inside soil body stress variation and thermograde distribution, further to probe into energy
Stake Pile Soil interface shearing characteristic provides foundation.
Claims (9)
- A kind of 1. energy stake Pile Soil interface shearing experimental provision, it is characterised in that including detachable outer framework, loading system, Shear box, cooling and heating circulation system and fiber grating measurement system；Described detachable outer framework includes crossbeam (16) and column (15), and more root posts (15) form the frame of a upper end open Frame, crossbeam (16) both ends are connected to the top of column (15), collectively form detachable outer framework；Described shear box is detachable, including upper shear box (9) and down cut box (11), is placed in upper shear box (9) native Sample, down cut box (11) is interior to place concrete sample；Down cut box (11) is fixed on shearing box base (13), shears box base (13) be placed on roller bearing (14), roller bearing (14) is fixed on detachable outer framework bottom, realize shearing box base (13) with it is removable Unload the relative motion of formula outer framework；Described loading system includes horizontal addload system and vertical loading system；Horizontal addload system includes horizontal loading apparatus (17), transmission rod (2), LVDT displacement transducers (18) and strain gauge (4)；Transmission rod (2) passes through column (15), one end with Horizontal loading apparatus (17) is connected, and the other end and shearing box base (13) left contact, transmission rod (2) promote shearing box base (13) move, so as to drive down cut box (11) to move；LVDT displacement transducers (18) are placed on transmission rod (2), for measuring Down cut box (11) horizontal displacement；During shearing experiment, due to the support of shearing box base (13), freedom of the down cut box (11) in vertical plane Spend restrained, horizontal movement can only be carried out；Vertical loading system includes vertical loading device (1), transmission rod (2) and stress sensing Device (4), transmission rod (2) pass through crossbeam (16), and one end is connected with vertical loading device (1), the other end and strain gauge (4) phase Even；Vertical load is applied by vertical loading device, and its axis is centrally located on straight line with upper shear box (9)；Described cooling and heating circulation system includes water-circulating pump (23) and heat exchanger tube (22), and heat exchanger tube (22) is arranged in concrete sample In, it is connected with water-circulating pump (23), the water of water-circulating pump (23) driving different set temperature is circulated in heat exchanger tube (22)；Described fiber grating measurement system includes optical fiber optical grating array (19), fiber Bragg grating (FBG) demodulator (20) and computer (21), optical fiber optical grating array (19) is arranged in concrete sample and soil sample, passes through fiber Bragg grating (FBG) demodulator (20) and computer (21) it is connected；During shearing experiment, the change of soil sample and concrete sample internal stress and the distribution situation of thermograde are led to Cross optical fiber optical grating array (19) and reach fiber Bragg grating (FBG) demodulator (20), demodulated by signal, real-time display is simultaneously recorded in computer (21) in；In the soil sample of described upper shear box (9), filter paper (7), permeable stone (8) and water tank (5) are sequentially placed from the bottom up；Water tank (5) both ends are connected with drainpipe (6), and water tank (5) can transmit vertical pressure, and and can passes through drainpipe Valve controlling shearing experiment Drainage condition, drainpipe (6) be used for carry out soil sample draining.
- 2. a kind of energy stake Pile Soil interface shearing experimental provision according to claim 1, it is characterised in that described changes Heat pipe (22) uses polymeric material, and the internal diameter of heat exchanger tube (22) is 10-13mm, and the external diameter of heat exchanger tube (22) is 13-16mm.
- 3. a kind of energy stake Pile Soil interface shearing experimental provision according to claim 1 or 2, it is characterised in that described Optical fiber optical grating array (19) is protected using acrylic acid coatings.
- 4. a kind of energy stake Pile Soil interface shearing experimental provision according to claim 1 or 2, it is characterised in that described The inner wall even distribution of detachable outer framework and shear box has heat-barrier material (12).
- 5. a kind of energy stake Pile Soil interface shearing experimental provision according to claim 3, it is characterised in that described can The inner wall even distribution of detachable outer framework and shear box has heat-barrier material (12).
- 6. a kind of energy stake Pile Soil interface shearing experimental provision according to claim 1,2 or 5, it is characterised in that described Transmission rod (2) and crossbeam (16) or column (15) between pass through sealing sleeve pipe (3) seal.
- A kind of 7. energy stake Pile Soil interface shearing experimental provision according to claim 3, it is characterised in that described biography Sealed between power bar (2) and crossbeam (16) or column (15) by sealing sleeve pipe (3).
- A kind of 8. energy stake Pile Soil interface shearing experimental provision according to claim 4, it is characterised in that described biography Sealed between power bar (2) and crossbeam (16) or column (15) by sealing sleeve pipe (3).
- 9. using the experimental method of any energy stake Pile Soil interface shearing experimental provisions of claim 1-8, its feature exists In step is as follows：(1) as requested, the concrete sample of prefabricated corresponding roughness；In concrete sample in advance lay heat exchanger tube (22) and Optical fiber optical grating array (19), and by heat exchanger tube (22) and optical fiber optical grating array (19) respectively with water-circulating pump (23) and fiber grating (FBG) demodulator (20) connects, and carries out instrument testing；(2) concrete sample is positioned in down cut box (11), down cut box (11) is connected with shearing box base (13), is sheared It is connected between box base (13) and detachable outer framework by roller bearing (14)；Down cut box (11) side and horizontal loading apparatus Being connected by transmission rod (2), LVDT displacement transducers (18) are laid with transmission rod (2), end is furnished with strain gauge (4), Strain gauge (4) is used to measure the load that horizontal addload system is applied to down cut box (11)；(3) optical fiber optical grating array (19) is laid in soil sample in advance, and is connected with fiber Bragg grating (FBG) demodulator (20)；By saturation soil sample It is positioned in shear box (9), according to selection draining or the und rained condition application vertical pressure of imposing a condition；Upper shear box (9) top is sequentially placed filter paper (7), permeable stone (8) and water tank (5), and wherein water tank (5) both ends are connected with drainpipe (6), water tank (5) vertical pressure, the drainage condition that and can passes through drainpipe (6) Valve controlling shearing experiment can be transmitted；(4) fiber Bragg grating (FBG) demodulator (20) and computer (21) are opened, primary stress and temperature data acquisition are carried out, by vertical Loading system applies the Normal stress of setting to upper shear box (9)；Water-circulating pump (23) is opened, circulates the water of design temperature, directly Reach design load to concrete sample temperature；(5) when concrete sample temperature stabilization is in design load, down cut box (11) is applied by horizontal addload system horizontal Load, while record strain gauge (4) and LVDT displacement transducers (18) reading；(6) when shear surface reaches criterion of failure or horizontal displacement reaches the displacement upper limit of setting, horizontal addload and vertical is stopped Loading, water circulation is closed, stop the data acquisition of optical fiber optical grating array (19), it is real to complete one group of energy stake Pile Soil interface shearing Test；(7) according to optical fiber optical grating array (19), temperature and stress variation during concrete sample and soil sample shearing experiment are determined And temperature distribution situation inside concrete sample and soil sample；Coagulation is determined according to LVDT displacement transducers (18) read-record The relative shift of soil sample and soil sample；According to the vertical load of setting and strain gauge (4) determine concrete sample and The vertical stress of soil sample shear interface；Determine that concrete sample and soil sample are cut according to the strain gauge (4) of horizontal addload system Cut the shear stress at interface.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201711154025.7A CN107727517B (en) | 2017-11-20 | 2017-11-20 | Energy pile-soil interface shearing experiment device and experiment method |
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| CN201711154025.7A CN107727517B (en) | 2017-11-20 | 2017-11-20 | Energy pile-soil interface shearing experiment device and experiment method |
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| CN107727517B CN107727517B (en) | 2023-12-29 |
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Cited By (23)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108489828A (en) * | 2018-05-22 | 2018-09-04 | 湖南工业大学 | A kind of concrete and soil body interface shearing experimental rig and its test method |
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| CN108801806A (en) * | 2018-05-03 | 2018-11-13 | 南昌大学 | A kind of multifunctional large-scale temperature control saturation staight scissors simple shear double-purpose instrument |
| CN108489828A (en) * | 2018-05-22 | 2018-09-04 | 湖南工业大学 | A kind of concrete and soil body interface shearing experimental rig and its test method |
| CN108593464A (en) * | 2018-08-02 | 2018-09-28 | 中南大学 | A kind of test method of pile-soil interface shearing mechanical characteristic |
| CN108593464B (en) * | 2018-08-02 | 2020-07-07 | 中南大学 | Method for testing shear mechanical property of pile-soil contact surface |
| CN109556658A (en) * | 2018-12-19 | 2019-04-02 | 青岛理工大学 | Energy pile group pile effect test device |
| CN109556658B (en) * | 2018-12-19 | 2024-05-10 | 青岛理工大学 | Energy pile group pile effect test device |
| CN109406301B (en) * | 2018-12-20 | 2024-04-26 | 新疆维吾尔自治区交通规划勘察设计研究院 | Combined indoor consolidation shearing instrument |
| CN109406301A (en) * | 2018-12-20 | 2019-03-01 | 新疆维吾尔自治区交通规划勘察设计研究院 | Combined indoor consolidates boxshear apparatus |
| CN109738609A (en) * | 2018-12-21 | 2019-05-10 | 武汉理工大学 | Slide type rock burst shearing test system under energetic disturbance effect |
| CN109883778A (en) * | 2019-01-21 | 2019-06-14 | 绍兴文理学院 | Anchor structure face shearing test minimum sample determines method |
| CN109883778B (en) * | 2019-01-21 | 2022-05-20 | 绍兴文理学院 | Method for determining minimum sample in shear test of anchoring structure surface |
| CN110057688A (en) * | 2019-04-24 | 2019-07-26 | 塔里木大学 | A kind of cold area's pipeline pipeclay interface mechanical characteristic parameter experiment system |
| CN110146390B (en) * | 2019-05-16 | 2023-12-22 | 中国地质大学（武汉） | Shear test device, sample mold and test method for simulating pile-rock interface |
| CN110146390A (en) * | 2019-05-16 | 2019-08-20 | 中国地质大学（武汉） | For simulating stake rock interface shearing experimental rig, sample mould and test method |
| LU101323A1 (en) * | 2019-07-22 | 2019-11-29 | Shanghai Minie Tech Co Ltd | Dynamic testing device for mechanical properties of pile and soil |
| CN110387913A (en) * | 2019-08-15 | 2019-10-29 | 北京中岩大地科技股份有限公司 | A kind of test method that stiff composite pile bearing capacity is tangentially tested |
| CN110940598B (en) * | 2019-12-20 | 2021-03-16 | 河海大学 | Multifunctional frozen soil circulation single shear test device and test method |
| CN110940598A (en) * | 2019-12-20 | 2020-03-31 | 河海大学 | Multifunctional frozen soil circulation single shear test device and test method |
| CN111044369A (en) * | 2020-01-02 | 2020-04-21 | 大连理工大学 | Temperature control optical fiber-soil body drawing test device and use method thereof |
| CN111044369B (en) * | 2020-01-02 | 2024-05-03 | 大连理工大学 | Temperature control optical fiber-soil body drawing test device and application method thereof |
| WO2022003714A1 (en) * | 2020-07-03 | 2022-01-06 | Indian Institute Of Technology Bombay | A test setup for determining frozen soil shear-strength |
| CN112504870A (en) * | 2020-11-17 | 2021-03-16 | 大连理工大学 | Test system and method for directly measuring interface shear strength at different temperatures |
| CN112697611A (en) * | 2020-12-07 | 2021-04-23 | 西南交通大学 | Pile-soil interface shear strength test device considering soil body expansion and contraction behaviors and method thereof |
| CN112697611B (en) * | 2020-12-07 | 2022-03-25 | 西南交通大学 | Pile-soil interface shear strength test device considering soil body expansion and contraction behaviors and method thereof |
| CN113466126B (en) * | 2021-05-25 | 2022-05-20 | 浙江大学 | Multifunctional interface shearing device capable of performing saturation and consolidation and considering temperature effect |
| CN113466126A (en) * | 2021-05-25 | 2021-10-01 | 浙江大学 | Multifunctional interface shearing device capable of performing saturation and consolidation and considering temperature effect |
| CN113358493A (en) * | 2021-05-27 | 2021-09-07 | 西安石油大学 | Soil body shearing box, experiment system with same and method thereof |
| CN113776959A (en) * | 2021-08-18 | 2021-12-10 | 中国地质大学（武汉） | Slip band soil shearing-seepage coupling test device and use method thereof |
| CN113588447A (en) * | 2021-08-20 | 2021-11-02 | 中国科学院西北生态环境资源研究院 | Frozen soil large shear apparatus and system thereof |
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| CN115389413A (en) * | 2022-09-19 | 2022-11-25 | 重庆交通大学 | Direct shear test device and method for measuring interfacial friction force of concrete-concrete sample |
| CN115389413B (en) * | 2022-09-19 | 2024-08-06 | 重庆交通大学 | Direct shear test device and method for measuring interfacial friction force of soil-concrete sample |
| CN117686355A (en) * | 2023-12-27 | 2024-03-12 | 中国石油大学(华东) | System and method for testing interfacial shear strength in suction foundation penetration-extraction process |
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