CN107142975A - A kind of experimental rig and method for simulating soil around pile radial direction anisotropism - Google Patents
A kind of experimental rig and method for simulating soil around pile radial direction anisotropism Download PDFInfo
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- CN107142975A CN107142975A CN201710309139.8A CN201710309139A CN107142975A CN 107142975 A CN107142975 A CN 107142975A CN 201710309139 A CN201710309139 A CN 201710309139A CN 107142975 A CN107142975 A CN 107142975A
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
- E02D2200/1607—Shapes round, e.g. circle
- E02D2200/1614—Shapes round, e.g. circle made from single element
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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Abstract
The invention discloses a kind of experimental rig and method for simulating soil around pile radial direction anisotropism, the device includes firming device, loading device, sleeve, counter-force crossbeam, Model Pile, reaction frame and model casing, firming device is connected by the drive gear of tooth form depression bar and loading device, and loading device is placed on the crossbeam of reaction frame；Counter-force crossbeam is connected by bolt and two ends L-type angle steel with holes, and L-type angle steel is fixed on the top of model casing longitudinal direction；Test method includes：1. disturbed soil parameter is determined；2. experimental provision is assembled；3. pile-end soil is filled；4. soil around pile is filled；5. sleeve is pulled out on；6. subsequently banket.The present invention realizes the simulation of soil around pile radial direction anisotropic property by dividing ring layer to pile peripheral earth and controlling soil body compactness, and analysis of experiments means are provided for stake disturbed soil interaction mechanism under the factors such as analysis construction effect；By controlling relevant parameter, influence of the true state of disturbance of the soil body to pile-soil system mechanical behavior can be reflected to greatest extent.
Description
Technical field
The present invention relates to a kind of experimental rig and method for simulating soil around pile radial direction anisotropism, belong to pile foundation engineering technique
Field.
Background technology
Pile foundation has a wide range of applications as a kind of deep foundation form in foundation engineering.For prefabricated pile, in static pressure
Or disturbance, remodeling and squeezing action certainly will be produced in pile vibrosinking work progress to pile peripheral earth, and cast-in-situ bored pile is being applied
There is the influence of pore-forming unloading effect and dynamic loads effect during work, weaken the stress of pile soil horizon, these will all lead
Causing stake week, nearby the parameter such as modulus of shearing and density of the soil body changes, so that it is heterogeneous to cause soil around pile radially to show
Characteristic.The stake of soil compaction type is squeezed into loose or less closely knit sand, silt（Such as prefabricated pile）, soil compaction effect will be produced near stake side
Should, soil body compactness, modulus of shearing are likely to be obtained to be improved to a certain degree（Hardening）.And in closely knit sand, silt or highly sensitive
Property soft clay in carry out bored pile construction, nearby the soil body will be influenceed by drilling disturbance and relaxation effect for stake side, and its is close
Solidity, modulus of shearing may decline（Softening）.
At present, for the research of pile peripheral earth anisotropic property in pile driving process, mainly carried out by theory analysis
's.Plane strain soil model is transmitted using Complex modes, the research to radial direction heterogeneous soil pile foundation vibration characteristics is found, construction
Soil body radial direction anisotropism caused by effect, either on level of disruption, or range of disturbance, has to pile foundation vibration characteristics
Fairly obvious influence；Range of disturbance, disturbed soil divide the number of turns and hard (soft) the change radial distribution pattern of the soil body is special to pile foundation
Property has very important influence.However, Pile side soil is influenceed sufficiently complex by construction effect, simple theory analysis can not
Real simulation soil body virtual condition, it is necessary to which designing a kind of can simulate the experiment of all disturbed soil radial direction anisotropic properties of stake
Device, to provide possibility from the pile-soil system under experiment angle research soil disturbance state, and then proof theory computation model
Reasonability and accuracy.
The content of the invention
The present invention is intended to provide a kind of experimental rig and method for simulating soil around pile radial direction anisotropism, is provided for Model Pile
The heterogeneous pile peripheral earth of any ring layer radial direction, realizes the radial direction point circle of all disturbed soils of stake, overcoming in the past can only be by theory
Analyze to study the deficiency of soil around pile radial direction anisotropism.
The invention provides a kind of experimental rig for simulating soil around pile radial direction anisotropism, including firming device, loading dress
Put, sleeve, counter-force crossbeam, Model Pile, reaction frame and model casing, the sliding tooth that firming device passes through tooth form depression bar and loading device
Wheel connection, loading device is placed on the crossbeam of reaction frame；Counter-force crossbeam is connected by bolt and two ends L-type angle steel with holes, L-type
Angle steel is fixed on the top of model casing longitudinal direction；
Firming device is by two layers bearing plate, some annular firming plates and tooth form depression bar are constituted up and down；Tooth form depression bar and upper bearing plate
It is connected, upper bearing plate and lower bearing plate are connected by the first screw rod, lower bearing plate is connected by transmission rod with annular firming plate, ring
Shape firming plate is located above the soil body；When pulling out sleeve in experiment, lower bearing plate is connected by the second screw rod with counter-force crossbeam；Tooth
Shape depression bar promotes bearing plate when moving downward, and drives firming plate to implement synchronous uniform thickness compacting to the soil body in each sleeve, passes through control
Quality of filling soil processed then obtains radially different soil body compactness；Wait banketing to certain depth, unclamp upper and lower bearing plate it
Between bolt, move the upper bearing plate of separation upwards by tooth form depression bar, and drive hanger to move up sleeve, start the pressure of next stage
Banket in fact；
Sleeve is made up of multilayer concentric Steel Thin-Wall cylinder, during on-test, and sleeve is placed in model casing bottom, and the center of circle with holding up and down
The center of circle correspondence of pressing plate；
Upper bearing plate be circular slab, centre be provided with hole, the radially even hanger being provided with the top of row's hanger, sleeve in bottom and its
It is correspondingly arranged, the two is connected by steel wire rope；
Loading device is made up of a pair of miniature motors being placed on reaction frame crossbeam and two pairs of drive gears；During experiment, utilize
Motor-driven gear rotates, and drives tooth form depression bar to be vertically moved by mechanical conductive.
Counter-force crossbeam is a round bar with two screws, and two ends L-type Bolted angle connection with holes, and is arranged on Model Pile and indulges
20~40cm highly locates more than to stake top；L-type angle steel is secured by bolts at the top of model casing；
Model Pile is prefabricated solid pile or hollow pile tube；Model Pile is located at model casing centre distance 10~20cm of bottom；Mould
Molding box is steel rectangular parallelepiped structure.
In said apparatus, the sleeve is 1~2mm of wall thickness thin-wall steel pipe, multiple for all disturbed soils of stake to be divided into
Concentric circles ring layer；The 1/3~1/4 of a height of model casing height of cylinder；Sleeve surface lays polyester film and smears polytetrafluoroethylene (PTFE) painting
Expect to reduce frictional resistance when sleeve is extracted；Two a diameter of 4cm circular hole, as hanger hole are reserved at the top of sleeve,
Steel wire rope is passed through during sleeve for above pulling out.
In said apparatus, upper bearing plate is thickness 1cm circular steel plate with holes, and diameter is bigger than the diameter of outmost turns sleeve
10cm；Upper bearing plate center is set and Model Pile diameter identical circular hole；At upper bearing plate edge 2cm, along the circumferential direction
Four screws of even arrangement, and it is corresponding with the screw of lower bearing plate, for being fixed through the first screw rod with lower bearing plate；Upper bearing plate
Some hangers are radially welded in bottom, and 2 hangers of each sleeve correspondence pull out sleeve on hanging steel rope.
In said apparatus, lower bearing plate is thickness 1cm circular steel plate with holes, and diameter is bigger than the diameter of upper bearing plate
10cm；Lower bearing plate center is provided with and Model Pile diameter identical circular hole；In two spiral shells of longitudinally asymmetric arrangement at edge 2cm
Hole, for being connected through the second screw rod with counter-force crossbeam；With upper bearing plate junction, four spiral shells evenly distributed in the circumferential direction
Hole, and it is corresponding with the screw of upper bearing plate, for being fixed through the first screw rod with upper bearing plate；Corresponding with upper pressure-bearing shell lug
Position, radial symmetric sets some diameter 2cm circular hole, for through steel wire rope.
In said apparatus, firming plate be thickness be 1cm steel annular plate, quantity is identical with sleeve number, radial width and
Each circle soil layer width is consistent, and the gap between each firming plate is identical with sleeve wall thickness；Leave through model in center firming plate center
The circular hole of stake, its diameter is consistent with stake footpath；Every block of firming plate and lower bearing plate by 4 circumferentially equally distributed transmission rod connect
Connect；Transmission rod upper and lower end is connected by bolt with lower bearing plate and firming plate respectively.
In said apparatus, the tooth form depression bar side indicates graduation mark, is easy to provide displacement mark when moving vertically for depression bar
It is accurate.
In said apparatus, first screw rod and the second screw diameter are 30mm.
Beneficial effects of the present invention：
（1）By dividing ring layer to pile peripheral earth and controlling soil body compactness, the mould of soil around pile radial direction anisotropic property is realized
Intend, analysis of experiments means are provided for stake-disturbed soil interaction mechanism under the factors such as analysis construction effect；
（2）By controlling each ring layer soil body width and compactness, it is contemplated that hard (soft) change of range of disturbance, ring layer number, disturbed soil etc.
Different situations, reflect influence of the true state of disturbance of the soil body to pile-soil system mechanical behavior to greatest extent；
（3）Drive tooth form depression bar to carry out uniform thickness compacting to the soil body with constant rate of speed by motor rotation, can be achieved to soil around pile
The accurate control of body compactness, it is ensured that the uniformity and quality of fill compaction, and it is convenient and swift to banket.
Brief description of the drawings
Fig. 1 is the structural representation of experimental rig of the present invention.
Fig. 2 is the side view of Fig. 1 when counter-force crossbeam connects lower bearing plate.
Fig. 3 is the sectional view along line A-A in Fig. 1.
Fig. 4 is the sectional view along line B-B in Fig. 1.
Fig. 5 is the view that the present apparatus is compacted to the soil body in sleeve.
Fig. 6 is the present apparatus to the view pulled out on sleeve.
Fig. 7 is Fig. 6 left view.
In figure：1st, tooth form depression bar, 2, Model Pile, 3, upper bearing plate, the 4, first screw rod, 5, hanger, the 6, second screw rod, 7, under
Bearing plate, 8, steel wire rope, 9, transmission rod, 10, firming plate, 11, sleeve, 12, model clay, 13, model casing, 14, L-shaped angle steel, 15,
Counter-force crossbeam, 16, reaction frame, 17, gear, 18, motor, 19, chain.
Embodiment
The present invention is further illustrated below by embodiment, but is not limited to following examples.
As shown in Fig. 1 ~ 4, a kind of experimental rig for simulating soil around pile radial direction anisotropism, including firming device, loading dress
Put, sleeve, counter-force crossbeam, Model Pile, reaction frame and model casing, firming device passes through the driving of tooth form depression bar 1 and loading device
Gear 17 is connected, and loading device is placed on the crossbeam of reaction frame 16, during experiment, is rotated using motor-driven gear, passes through machinery
Conduction drives tooth form depression bar to be vertically moved；Counter-force crossbeam 15 is connected by bolt and two ends L-type angle steel 14 with holes, L-type angle
Steel 14 is fixed on the top of the longitudinal direction of model casing 13, if the size of model casing 13 is smaller, L-type angle steel 14 can be released, by the second screw rod 6
On the crossbeam that reaction frame 16 is directly connected in bolt；During on-test, sleeve 11 is placed in the bottom of model casing 13, and the center of circle with it is upper
The center of circle correspondence of lower bearing plate.
Such as Fig. 5, firming device is by two layers bearing plate, some annular firming plates 10 and tooth form depression bar 1 are constituted up and down；Tooth form pressure
Bar 1 is connected with upper bearing plate 3, and upper bearing plate 3 and lower bearing plate 7 are connected by the first screw rod 4, and lower bearing plate 7 passes through transmission rod 9
It is connected with annular firming plate 10, annular firming plate 10 is located above the soil body；When pulling out sleeve in experiment, lower bearing plate 7 passes through
Second screw rod 6 is connected with counter-force crossbeam 15；Tooth form depression bar 1 promotes bearing plate when moving downward, and drives each set of 10 pairs of firming plate
The soil body implements synchronous uniform thickness compacting in cylinder 11, by controlling quality of filling soil then to obtain radially different soil body compactness；
Such as Fig. 6,7, wait banketing to certain depth, the bolt between upper and lower bearing plate is unclamped, lower bearing plate 7 utilizes the second spiral shell
Bar 6 is connected to counter-force crossbeam 15, and firming plate 10 is fixed on soil body surface in sleeve, by tooth form depression bar 1 upwards motion separation
Bearing plate 3, and drive hanger 5 to move up sleeve 11, start the compacting filling soil of next stage；
Sleeve 11 is made up of multilayer concentric Steel Thin-Wall cylinder, during on-test, and sleeve 11 is placed in the bottom of model casing 13, and the center of circle with
The center of circle of bearing plate is corresponding up and down；
Upper bearing plate 3 is circular slab, and centre is provided with hole, and bottom is radially even to be provided with row's hanger 5, the hanger at the top of sleeve 11
5 corresponding settings, the two is connected by steel wire rope 8；
Loading device is made up of a pair of the miniature motors 18 being placed on reaction frame crossbeam 15 and two pairs of drive gears；During experiment,
Rotated using motor-driven gear, drive tooth form depression bar to be vertically moved by mechanical conductive.
Counter-force crossbeam 15 is a round bar with two screws, and two ends L-type Bolted angle connection with holes, and is arranged on Model Pile
It is more than 2 longitudinal stake tops that 20~40cm highly locates；L-type angle steel is secured by bolts at the top of model casing；
Model Pile 2 is prefabricated solid pile or hollow pile tube；Model Pile 2 is located at the 10~20cm of centre distance bottom of model casing 13
Place；Model casing 13 is steel rectangular parallelepiped structure.
In said apparatus, the sleeve 11 is 1~2mm of wall thickness thin-wall steel pipe, many for all disturbed soils of stake to be divided into
Individual concentric circles ring layer；The 1/3~1/4 of a height of model casing height of cylinder；Sleeve surface lays polyester film and smears polytetrafluoroethylene (PTFE)
Coating with reduce sleeve extract when frictional resistance；Two a diameter of 4cm circular hole, as hanger are reserved at the top of sleeve
Hole, steel wire rope is passed through for above pulling out during sleeve.
In said apparatus, upper bearing plate 3 is thickness 1cm circular steel plate with holes, and diameter is bigger than the diameter of outmost turns sleeve
10cm；Upper bearing plate center is set and Model Pile diameter identical circular hole；At upper bearing plate edge 2cm, along the circumferential direction
It is even that four screws are distributed with and corresponding with the screw of lower bearing plate, for being fixed through the first screw rod with lower bearing plate；Upper pressure-bearing
Some hangers are radially welded in plate bottom, and 2 hangers of each sleeve correspondence pull out sleeve on hanging steel rope.
In said apparatus, lower bearing plate 7 is thickness 1cm circular steel plate with holes, and diameter is bigger than the diameter of upper bearing plate
10cm；Lower bearing plate center is provided with and Model Pile diameter identical circular hole；In two spiral shells of longitudinally asymmetric arrangement at edge 2cm
Hole, for being connected through the second screw rod with counter-force crossbeam；With upper bearing plate junction, be distributed uniformly and circumferentially four
Screw, and it is corresponding with the screw of upper bearing plate, for being fixed through the first screw rod with upper bearing plate；With upper pressure-bearing shell lug pair
Position is answered, radial symmetric sets some diameter 2cm circular hole, for through steel wire rope.
In said apparatus, firming plate 10 is the steel annular plate that thickness is 1cm, and quantity is identical with sleeve number, radial width
Consistent with each circle soil layer width, the gap between each firming plate is identical with sleeve wall thickness；Leave through mould in center firming plate center
The circular hole of type stake, its diameter is consistent with stake footpath；Every block of firming plate and lower bearing plate pass through 4 circumferentially equally distributed transmission rods
Connection；Transmission rod upper and lower end is connected by bolt with lower bearing plate and firming plate respectively.
In said apparatus, the side of tooth form depression bar 1 indicates graduation mark, is easy to provide displacement mark when moving vertically for depression bar
It is accurate.
In said apparatus, the diameter of the screw rod 6 of the first screw rod 4 and second is 30mm.
The invention provides a kind of test method for simulating soil around pile radial direction anisotropism, comprise the following steps：
1. disturbed soil parameter is determined：The relation between soil mass property and compactness, density is determined by soil test first, so
The changing pattern according to soil around pile property radially, determines perturbing area scope, ring layer number, ring layer volume and compactness, and count afterwards
Calculate each ring layer soil body and non-disturbance region fills identical highly desired soil body quality；
2. experimental provision is assembled：Loading device is placed on reaction frame crossbeam, loading device and firming is filled by tooth form depression bar
Put connection；Wherein, bearing plate is connected by the first screw rod up and down, up and down the center of the center of circle correspondence model casing of bearing plate；Counter-force
Crossbeam is connected by L-type angle steel with model casing；Bearing plate above and below steel bushing, sleeve center of circle correspondence is sequentially placed in model casing
The center of circle；
3. pile-end soil is filled：Obtained compactness is 1. calculated according to step, will on the premise of pile-end soil consistent in density is ensured
The different quality soil body prepared is uniformly laid in each sleeve, starts motor-driven gear, and tooth form depression bar moves downward promotion
Bearing plate, and drive firming plate to implement synchronous uniform thickness compacting to the soil body in each sleeve, until reaching predetermined thickness, wherein center is pressed
Native plate uses solid slab；The soil body between outer ring sleeve and model casing side wall uses manual compaction；
4. soil around pile is filled：Model Pile is placed, obtained each ring layer compactness is 1. calculated according to step, by the difference prepared
The quality soil body is uniformly laid in each sleeve, starts motor drive gear rotation, and tooth form depression bar moves downward promotion bearing plate,
And drive firming plate to implement synchronous uniform thickness compacting to the soil body in each sleeve, until reaching predetermined thickness, most inner side firming plate is used
The annular slab of center band circular hole；Non- disturbance region between outer ring sleeve and model casing side wall is banketed using manual compaction；
5. sleeve is pulled out on：When soil body filled height is apart from 5~10cm at the top of sleeve, first between upper and lower bearing plate is unclamped
Sleeve, is connected by screw rod by steel wire rope with the hanger of upper bearing plate bottom, and the upper pressure-bearing of separation is moved upwards by tooth form depression bar
Plate, and moved up with moving sleeve, above degree of lifting is the 1/2~1/3 of sleeve height；Period, lower bearing plate is connected using the second screw rod
In counter-force crossbeam；Firming plate is fixed on soil body surface in sleeve, and sidesway occurs for uplift of soil and sleeve when preventing from pulling out sleeve；
6. subsequently banket：The second screw rod between steel wire rope and lower bearing plate and counter-force crossbeam is released, will using the first screw rod
Upper and lower bearing plate is reconnected, repeat step 4.~5., completion is subsequently banketed；Finally, sleeve is all extracted, to non-disturbance
The region soil body carries out manual compaction, smooth soil body surface.
Claims (8)
1. a kind of experimental rig for simulating soil around pile radial direction anisotropism, it is characterised in that：Including firming device, loading device,
Sleeve, counter-force crossbeam, Model Pile, reaction frame and model casing, firming device pass through tooth form depression bar and the drive gear of loading device
Connection, loading device is placed on the crossbeam of reaction frame；Counter-force crossbeam is connected by bolt and two ends L-type angle steel with holes, L-type angle
Steel is fixed on the top of model casing longitudinal direction；
Firming device is by two layers bearing plate, some annular firming plates and tooth form depression bar are constituted up and down；Tooth form depression bar and upper bearing plate
It is connected, upper bearing plate and lower bearing plate are connected by the first screw rod, lower bearing plate is connected by transmission rod with annular firming plate, ring
Shape firming plate is located above the soil body；When pulling out sleeve in experiment, lower bearing plate is connected by the second screw rod with counter-force crossbeam；
Sleeve is made up of multilayer concentric Steel Thin-Wall cylinder, during on-test, and sleeve is placed in model casing bottom, and the center of circle with holding up and down
The center of circle correspondence of pressing plate；
Upper bearing plate be circular slab, centre be provided with hole, the radially even hanger being provided with the top of row's hanger, sleeve in bottom and its
It is correspondingly arranged, the two is connected by steel wire rope；
Loading device is made up of a pair of miniature motors being placed on reaction frame crossbeam and two pairs of drive gears；
Counter-force crossbeam is a round bar with two screws, and two ends L-type Bolted angle connection with holes, and is arranged on the longitudinal stake of Model Pile
It is more than top that 20~40cm highly locates；L-type angle steel is secured by bolts at the top of model casing；
Model Pile is prefabricated solid pile or hollow pile tube；Model Pile is located at model casing centre distance 10~20cm of bottom；Mould
Molding box is steel rectangular parallelepiped structure.
2. the experimental rig of simulation soil around pile radial direction anisotropism according to claim 1, it is characterised in that：The sleeve
For 1~2mm of wall thickness thin-wall steel pipe, for all disturbed soils of stake to be divided into multiple concentric circles ring layers；The a height of model casing height of cylinder
1/3~1/4；Sleeve surface lays polyester film and smears teflon coating to reduce frictional resistance when sleeve is extracted；
Two a diameter of 4cm circular hole is reserved at the top of sleeve, steel wire rope is passed through during sleeve for above pulling out.
3. the experimental rig of simulation soil around pile radial direction anisotropism according to claim 1, it is characterised in that：Upper bearing plate
For thickness 1cm circular steel plate with holes, diameter big 10cm of the diameter than outmost turns sleeve；Upper bearing plate center is provided with and Model Pile
Diameter identical circular hole；At upper bearing plate edge 2cm, four screws evenly distributed in the circumferential direction, and with lower bearing plate
Screw correspondence, for being fixed through the first screw rod with lower bearing plate；Radially weld some hangers, each sleeve in upper bearing plate bottom
2 hangers of correspondence, pull out sleeve on hanging steel rope.
4. the experimental rig of simulation soil around pile radial direction anisotropism according to claim 1, it is characterised in that：Lower bearing plate
For thickness 1cm circular steel plate with holes, diameter big 10cm of the diameter than upper bearing plate；Lower bearing plate center is provided with straight with Model Pile
Footpath identical circular hole；In two screws of longitudinally asymmetric arrangement at edge 2cm, for connecting through the second screw rod and counter-force crossbeam
Connect；With upper bearing plate junction, four screws evenly distributed in the circumferential direction, the screw with upper bearing plate is corresponding, for wearing
The first screw rod is crossed to fix with upper bearing plate；With upper pressure-bearing shell lug correspondence position, radial symmetric sets some diameter 2cm circle
Hole, for through steel wire rope.
5. the experimental rig of simulation soil around pile radial direction anisotropism according to claim 1, it is characterised in that：Firming plate is
Thickness is 1cm steel annular plate, and quantity is identical with sleeve number, radial width with it is each circle soil layer width it is consistent, each firming plate it
Between gap it is identical with sleeve wall thickness；The circular hole through Model Pile is left in center firming plate center, and its diameter is consistent with stake footpath；Often
Block firming plate and lower bearing plate by 4 circumferentially equally distributed transmission rod be connected；Transmission rod upper and lower end passes through bolt respectively
It is connected with lower bearing plate and firming plate.
6. the experimental rig of simulation soil around pile radial direction anisotropism according to claim 1, it is characterised in that：The tooth form
Depression bar side indicates graduation mark, is easy to provide shift standards when moving vertically for depression bar.
7. the experimental rig of simulation soil around pile radial direction anisotropism according to claim 1, it is characterised in that：Described first
Screw rod and the second screw diameter are 30mm.
8. a kind of test method for simulating soil around pile radial direction anisotropism, using the simulation stake described in any one of claim 1 ~ 7
The experimental rig of all soil radial direction anisotropism, it is characterised in that：Comprise the following steps：
1. disturbed soil parameter is determined：The relation between soil mass property and compactness, density is determined by soil test first, so
The changing pattern according to soil around pile property radially, determines perturbing area scope, ring layer number, ring layer volume and compactness, and count afterwards
Calculate each ring layer soil body and non-disturbance region fills identical highly desired soil body quality；
2. experimental provision is assembled：Loading device is placed on reaction frame crossbeam, loading device and firming is filled by tooth form depression bar
Put connection；Wherein, bearing plate is connected by the first screw rod up and down, up and down the center of the center of circle correspondence model casing of bearing plate；Counter-force
Crossbeam is connected by L-type angle steel with model casing；Bearing plate above and below steel bushing, sleeve center of circle correspondence is sequentially placed in model casing
The center of circle；
3. pile-end soil is filled：Obtained compactness is 1. calculated according to step, will on the premise of pile-end soil consistent in density is ensured
The different quality soil body prepared is uniformly laid in each sleeve, starts motor-driven gear, and tooth form depression bar moves downward promotion
Bearing plate, and drive firming plate to implement synchronous uniform thickness compacting to the soil body in each sleeve, until reaching predetermined thickness, wherein center is pressed
Native plate uses solid slab；The soil body between outer ring sleeve and model casing side wall uses manual compaction；
4. soil around pile is filled：Model Pile is placed, obtained each ring layer compactness is 1. calculated according to step, by the difference prepared
The quality soil body is uniformly laid in each sleeve, starts motor drive gear rotation, and tooth form depression bar moves downward promotion bearing plate,
And drive firming plate to implement synchronous uniform thickness compacting to the soil body in each sleeve, until reaching predetermined thickness, most inner side firming plate is used
The annular slab of center band circular hole；Non- disturbance region between outer ring sleeve and model casing side wall is banketed using manual compaction；
5. sleeve is pulled out on：When soil body filled height is apart from 5~10cm at the top of sleeve, first between upper and lower bearing plate is unclamped
Sleeve, is connected by screw rod by steel wire rope with the hanger of upper bearing plate bottom, and the upper pressure-bearing of separation is moved upwards by tooth form depression bar
Plate, and moved up with moving sleeve, above degree of lifting is the 1/2~1/3 of sleeve height；Period, lower bearing plate is connected using the second screw rod
In counter-force crossbeam；Firming plate is fixed on soil body surface in sleeve, and sidesway occurs for uplift of soil and sleeve when preventing from pulling out sleeve；
6. subsequently banket：The second screw rod between steel wire rope and lower bearing plate and counter-force crossbeam is released, will using the first screw rod
Upper and lower bearing plate is reconnected, repeat step 4.~5., completion is subsequently banketed；Finally, sleeve is all extracted, to non-disturbance
The region soil body carries out manual compaction, smooth soil body surface.
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| CN108360577A (en) * | 2018-02-06 | 2018-08-03 | 太原理工大学 | Simulate the torque loading device and method of stake top linearly or nonlinearly deflection constraint |
| CN108396788A (en) * | 2018-01-17 | 2018-08-14 | 山东大学 | A kind of stake fixing device and its application method for model test |
| CN110331742A (en) * | 2019-07-01 | 2019-10-15 | 浙江大学 | It is a kind of to test the quiet experimental rig and test method for boring and taking root in a pile-soil interface frictional behavior |
| CN110344451A (en) * | 2019-07-01 | 2019-10-18 | 浙江大学 | A kind of simulation cement paste around pile reinforcing influences the experimental rig and test method of research on pile foundation level bearer properties |
| CN111622273A (en) * | 2020-05-08 | 2020-09-04 | 浙江大学 | Test device and test method for simulating pile foundation bearing performance of precast pile filled with discrete drainage materials around |
| CN112414733A (en) * | 2020-11-10 | 2021-02-26 | 山东大学 | Shield tunnel structure mechanical property model test system and method |
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| CN106592655A (en) * | 2016-12-30 | 2017-04-26 | 太原理工大学 | Tubular pile sinking simulation test device and method under gradient confining pressure |
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| JPH07134087A (en) * | 1993-11-09 | 1995-05-23 | Hideaki Kishida | Vertical load tester for pile |
| CN106592655A (en) * | 2016-12-30 | 2017-04-26 | 太原理工大学 | Tubular pile sinking simulation test device and method under gradient confining pressure |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108396788A (en) * | 2018-01-17 | 2018-08-14 | 山东大学 | A kind of stake fixing device and its application method for model test |
| CN108360577A (en) * | 2018-02-06 | 2018-08-03 | 太原理工大学 | Simulate the torque loading device and method of stake top linearly or nonlinearly deflection constraint |
| CN108331041A (en) * | 2018-02-28 | 2018-07-27 | 三峡大学 | A kind of experimental rig and method of soil anchor drawing |
| CN110331742A (en) * | 2019-07-01 | 2019-10-15 | 浙江大学 | It is a kind of to test the quiet experimental rig and test method for boring and taking root in a pile-soil interface frictional behavior |
| CN110344451A (en) * | 2019-07-01 | 2019-10-18 | 浙江大学 | A kind of simulation cement paste around pile reinforcing influences the experimental rig and test method of research on pile foundation level bearer properties |
| CN110331742B (en) * | 2019-07-01 | 2023-11-07 | 浙江大学 | Test device and method for testing friction characteristics of pile soil contact surface of static drilling root planting pile |
| CN110344451B (en) * | 2019-07-01 | 2024-01-19 | 浙江大学 | Test device and test method for simulating influence study of grouting reinforcement around pile on horizontal bearing characteristics of pile foundation |
| CN111622273A (en) * | 2020-05-08 | 2020-09-04 | 浙江大学 | Test device and test method for simulating pile foundation bearing performance of precast pile filled with discrete drainage materials around |
| CN111622273B (en) * | 2020-05-08 | 2021-04-23 | 浙江大学 | Test device and test method for simulating pile foundation bearing performance of precast pile filled with discrete drainage materials around |
| CN112414733A (en) * | 2020-11-10 | 2021-02-26 | 山东大学 | Shield tunnel structure mechanical property model test system and method |
| CN112414733B (en) * | 2020-11-10 | 2021-10-22 | 山东大学 | Shield tunnel structure mechanical property model test system and method |
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