CN107142975B - A kind of experimental rig and method for simulating soil around pile radial direction heterogeneity - Google Patents
A kind of experimental rig and method for simulating soil around pile radial direction heterogeneity Download PDFInfo
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- CN107142975B CN107142975B CN201710309139.8A CN201710309139A CN107142975B CN 107142975 B CN107142975 B CN 107142975B CN 201710309139 A CN201710309139 A CN 201710309139A CN 107142975 B CN107142975 B CN 107142975B
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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 rigs and method for simulating soil around pile radial direction heterogeneity, the device includes firming device, loading device, sleeve, counter-force crossbeam, Model Pile, reaction frame and model casing, firming device is connected by the driving gear of tooth form compression bar and loading device, and loading device is placed on the crossbeam of reaction frame；Counter-force crossbeam is connected by the bolt L-type angle steel with holes with both ends, and L-type angle steel is fixed on the top of model casing longitudinal direction；Test method includes: 1. determining disturbed soil parameter；2. experimental provision assembles；3. filling pile-end soil；4. filling soil around pile；5. sleeve is pulled out on；6. subsequent banket.The present invention realizes the simulation of soil around pile radial direction anisotropic property, provides analysis of experiments means for stake-disturbed soil interaction mechanism under the factors such as analysis construction effect by dividing ring layer to pile peripheral earth and controlling soil body compactness；By controlling relevant parameter, it can reflect influence of the true state of disturbance of the soil body to pile-soil system mechanical behavior to greatest extent.
Description
Technical field
The present invention relates to a kind of experimental rigs and method for simulating soil around pile radial direction heterogeneity, belong to pile foundation engineering technique
Field.
Background technique
Pile foundation has a wide range of applications in foundation engineering as a kind of deep foundation form.For prefabricated pile, in static pressure
Or disturbance, remodeling and squeezing action certainly will be generated in pile vibrosinking work progress to pile peripheral earth, and cast-in-situ bored pile is being applied
There are the influence that pore-forming unloading effect and dynamic loads act on during work, the stress of pile soil horizon is weakened, these will all lead
Causing stake week, nearby the parameters such as modulus of shearing and density of the soil body change, so that it is heterogeneous to cause soil around pile radially to show
Characteristic.Soil compaction type stake (such as prefabricated pile) is squeezed into loose or less closely knit sand, silt, stake side will nearby generate soil compaction effect
It answers, soil body compactness, modulus of shearing are likely to be obtained raising (hardening) to a certain degree.And in closely knit sand, silt or highly sensitive
Property soft clay in carry out bored pile construction, nearby the soil body will be influenced by drilling disturbance and relaxation effect for stake side, close
Solidity, modulus of shearing may be declined (softening).
Currently, the research for pile peripheral earth anisotropic property in pile driving process, is mainly carried out by theory analysis
's.Plane strain soil model is transmitted using Complex modes, to radial heterogeneous soil pile foundation vibration characteristics the study found that construction
Soil body radial direction heterogeneity caused by effect has pile foundation vibration characteristics either on level of disruption or range of disturbance
Fairly obvious influence；Range of disturbance, disturbed soil divide circle number and hard (soft) the change radial distribution mode of the soil body to pile foundation spy
Property has very important influence.However, Pile side soil by construction effect influenced sufficiently complex, simple theory analysis can not
True simulation soil body virtual condition, it is necessary to design a kind of test that can simulate stake week disturbed soil radial direction anisotropic property
Device, to provide possibility from the pile-soil system under test angle research soil disturbance state, and then proof theory computation model
Reasonability and accuracy.
Summary of the invention
The present invention is intended to provide a kind of experimental rig and method for simulating soil around pile radial direction heterogeneity, provides for Model Pile
Any ring layer radially enclose by heterogeneous pile peripheral earth, the radial direction point of realization stake week disturbed soil, and theory can only be passed through in the past by overcoming
It analyzes to study the deficiency of soil around pile radial direction heterogeneity.
The present invention provides a kind of experimental rigs for simulating soil around pile radial direction heterogeneity, including firming device, load dress
It sets, sleeve, counter-force crossbeam, Model Pile, reaction frame and model casing, firming device pass through the sliding tooth of tooth form compression bar and loading device
Wheel connection, loading device are placed on the crossbeam of reaction frame；Counter-force crossbeam is connected by the bolt L-type angle steel with holes with both ends, L-type
Angle steel is fixed on the top of model casing longitudinal direction；
Firming device is made of upper layer and lower layer bearing plate, several annular firming plates and tooth form compression bar；Tooth form compression bar with above hold
Pressing plate is connected, and upper bearing plate is connected with lower bearing plate by the first screw rod, and lower bearing plate is connected by transmission rod and annular firming plate
It connects, annular firming plate is located above the soil body；When pulling out sleeve in test, lower bearing plate is connected by the second screw rod and counter-force crossbeam
It connects；Tooth form compression bar pushes bearing plate when moving downward, and firming plate is driven to implement synchronous uniform thickness compacting to the soil body in each sleeve, leads to
It crosses control quality of filling soil and then obtains radially different soil body compactness；Wait banket to certain depth, upper and lower pressure-bearing is unclamped
Bolt between plate moves upwards the upper bearing plate of separation by tooth form compression bar, and lifting lug is driven to move up sleeve, starts next stage
Compacting filling soil；
Sleeve is made of multilayer concentric Steel Thin-Wall cylinder, and when on-test, sleeve is placed in model casing bottom, and the center of circle with it is upper
The center of circle of lower bearing plate is corresponding；
Upper bearing plate is circular slab, and centre is equipped with hole, and bottom is radially even to be equipped with row's lifting lug, the lifting lug at the top of sleeve
Corresponding setting, the two are connected by wirerope；
Loading device by a pair of of miniature motor for being placed on reaction frame crossbeam and two pairs of drive gear sets at；When test,
It is rotated using motor-driven gear, drives tooth form compression bar to be vertically moved by mechanical conductive.
Counter-force crossbeam is that there are two the round bar of screw hole, and both ends L-type Bolted angle connections with holes for a band, and are arranged vertical in Model Pile
More than to stake top at 20~40cm height；L-type angle steel is fixed by bolts at the top of model casing；
Model Pile is prefabricated solid pile or hollow tubular pole；Model Pile is located at model casing centre distance 10~20cm of bottom
Place；Model casing is steel rectangular parallelepiped structure.
In above-mentioned apparatus, the sleeve is the thin-wall steel pipe of 1~2mm of wall thickness, multiple for stake week disturbed soil to be divided into
Concentric circles ring layer；The 1/3~1/4 of a height of model casing height of cylinder；Sleeve surface laying polyester film simultaneously smears polytetrafluoroethylene (PTFE) painting
Material is to reduce frictional resistance when sleeve is extracted；The circular hole that two diameters are 4cm, as lifting lug hole are reserved at the top of sleeve,
Wirerope is passed through when for above pulling out sleeve.
In above-mentioned apparatus, upper bearing plate is the circular steel plate with holes of thickness 1cm, and diameter is bigger than the diameter of outmost turns sleeve
10cm；Circular hole identical with Model Pile diameter is arranged in upper bearing plate center；At upper bearing plate edge 2cm, along the circumferential direction
Four screw holes of even arrangement, and it is corresponding with the screw hole of lower bearing plate, for being fixed across the first screw rod and lower bearing plate；Upper bearing plate
Several lifting lugs are radially welded in bottom, and corresponding 2 lifting lugs of each sleeve pull out sleeve on hanging steel rope.
In above-mentioned apparatus, lower bearing plate is the circular steel plate with holes of thickness 1cm, and diameter is bigger than the diameter of upper bearing plate
10cm；Lower bearing plate center is equipped with circular hole identical with Model Pile diameter；In two spiral shells of longitudinally asymmetric arrangement at edge 2cm
Hole, for being connect across 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 hole of upper bearing plate, for being fixed across the first screw rod and upper bearing plate；Corresponding with upper pressure-bearing shell lug
The circular hole of several diameter 2cm is arranged in position, radial symmetric, for across wirerope.
In above-mentioned apparatus, firming plate be thickness be 1cm steel annular plate, quantity is identical with sleeve number, radial width and
Each to enclose soil layer equivalent width, the gap between each firming plate is identical as sleeve wall thickness；There are pass through model in center firming plate center
The circular hole of stake, diameter are consistent with stake diameter；Every block of firming plate and lower bearing plate pass through 4 circumferentially equally distributed transmission rod companies
It connects；Transmission rod upper and lower end passes through bolt respectively and connect with lower bearing plate and firming plate.
In above-mentioned apparatus, tooth form compression bar side indicates graduation mark, convenient for marking to provide displacement when compression bar vertical movement
It is quasi-.
In above-mentioned 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, soil around pile radial direction anisotropic property is realized
Simulation, provide analysis of experiments means for stake-disturbed soil interaction mechanism under the analysis construction factors such as effect；
(2) by controlling each ring layer soil body width and compactness, it is contemplated that range of disturbance, ring layer number, disturbed soil are hard (soft)
The different situations such as change reflect influence of the true state of disturbance of the soil body to pile-soil system mechanical behavior to greatest extent；
(3) tooth form compression bar is driven to carry out uniform thickness compacting, it can be achieved that stake to the soil body with constant rate of speed by motor rotation
The accurate control of all soil body compactness ensure that the uniformity and quality of fill compaction, and it is convenient and efficient to banket.
Detailed description of the invention
Fig. 1 is the structural schematic diagram 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 cross-sectional view in Fig. 1 along line A-A.
Fig. 4 is the cross-sectional view in Fig. 1 along line B-B.
Fig. 5 is the status diagram that the present apparatus is compacted the soil body in sleeve.
Fig. 6 is the present apparatus to the status diagram pulled out on sleeve.
Fig. 7 is the left view of Fig. 6.
In figure: 1, tooth form compression bar, 2, Model Pile, 3, upper bearing plate, the 4, first screw rod, 5, lifting lug, the 6, second screw rod, 7, under
Bearing plate, 8, wirerope, 9, transmission rod, 10, firming plate, 11, sleeve, 12, model clay, 13, model casing, 14, L shape angle steel, 15,
Counter-force crossbeam, 16, reaction frame, 17, gear, 18, motor, 19, chain.
Specific embodiment
The present invention is further illustrated below by embodiment, but is not limited to following embodiment.
As shown in Fig. 1 ~ 4, a kind of experimental rig for simulating soil around pile radial direction heterogeneity, including firming device, load dress
It sets, sleeve, counter-force crossbeam, Model Pile, reaction frame and model casing, firming device pass through the driving of tooth form compression bar 1 and loading device
Gear 17 connects, and loading device is placed on the crossbeam of reaction frame 16, when test, is rotated using motor-driven gear, passes through machinery
Conduction band movable tooth shape compression bar is vertically moved；Counter-force crossbeam 15 is connected by the bolt L-type angle steel 14 with holes with both ends, L-type angle
Steel 14, which is fixed on the longitudinal top of model casing 13, can release L-type angle steel 14 if the size of model casing 13 is smaller, by the second screw rod 6
It is directly connected in bolt on the crossbeam of reaction frame 16；When on-test, sleeve 11 is placed in 13 bottom of model casing, and the center of circle with it is upper
The center of circle of lower bearing plate is corresponding.
Such as Fig. 5, firming device is made of upper layer and lower layer bearing plate, several annular firming plates 10 and tooth form compression bar 1；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 connect with annular firming plate 10, annular firming plate 10 is located above the soil body；When pulling out sleeve in test, lower bearing plate 7 passes through
Second screw rod 6 is connect with counter-force crossbeam 15；Tooth form compression bar 1 pushes bearing plate when moving downward, and drives firming plate 10 to each set
The soil body implements synchronous uniform thickness compacting in cylinder 11, then obtains radially different soil body compactness by controlling quality of filling soil；
Such as Fig. 6,7, wait banket to certain depth, the bolt between upper and lower bearing plate is unclamped, lower bearing plate 7 utilizes the
Two screw rods 6 are connected to counter-force crossbeam 15, and firming plate 10 is fixed on soil body surface in sleeve, move upwards point by tooth form compression bar 1
From upper bearing plate 3, and lifting lug 5 is driven to move up sleeve 11, starts the compacting filling soil of next stage；
Sleeve 11 is made of multilayer concentric Steel Thin-Wall cylinder, and when on-test, sleeve 11 is placed in 13 bottom of model casing, and circle
The heart is corresponding with the center of circle of upper and lower bearing plate；
Upper bearing plate 3 is circular slab, and centre is equipped with hole, and bottom is radially even to be equipped with row's lifting lug 5,11 top of sleeve
The corresponding setting of lifting lug 5, the two are connected by wirerope 8；
Loading device by a pair of of miniature motor 18 for being placed on reaction frame crossbeam 15 and two pairs of drive gear sets at；Test
When, it is rotated using motor-driven gear, drives tooth form compression bar to be vertically moved by mechanical conductive.
Counter-force crossbeam 15 is that there are two the round bar of screw hole, and both ends L-type Bolted angle connections with holes for a band, and are arranged in Model Pile
More than 2 longitudinal stake tops at 20~40cm height；L-type angle steel is fixed by bolts at the top of model casing；
Model Pile 2 is prefabricated solid pile or hollow tubular pole；Model Pile 2 be located at 13 centre distance bottom 10 of model casing~
At 20cm；Model casing 13 is steel rectangular parallelepiped structure.
In above-mentioned apparatus, the sleeve 11 is the thin-wall steel pipe of 1~2mm of wall thickness, more for stake week disturbed soil to be divided into
A concentric circles ring layer；The 1/3~1/4 of a height of model casing height of cylinder；Sleeve surface laying polyester film simultaneously smears polytetrafluoroethylene (PTFE)
Coating is to reduce frictional resistance when sleeve is extracted；The circular hole that two diameters are 4cm, as lifting lug are reserved at the top of sleeve
Hole passes through wirerope when for above pulling out sleeve.
In above-mentioned apparatus, upper bearing plate 3 is the circular steel plate with holes of thickness 1cm, and diameter is bigger than the diameter of outmost turns sleeve
10cm；Circular hole identical with Model Pile diameter is arranged in upper bearing plate center；At upper bearing plate edge 2cm, along the circumferential direction
Even distribution is and corresponding with the screw hole of lower bearing plate there are four screw hole, for fixing across the first screw rod and lower bearing plate；Upper pressure-bearing
Several lifting lugs are radially welded in board bottom portion, and corresponding 2 lifting lugs of each sleeve pull out sleeve on hanging steel rope.
In above-mentioned apparatus, lower bearing plate 7 is the circular steel plate with holes of thickness 1cm, and diameter is bigger than the diameter of upper bearing plate
10cm；Lower bearing plate center is equipped with circular hole identical with Model Pile diameter；In two spiral shells of longitudinally asymmetric arrangement at edge 2cm
Hole, for being connect across the second screw rod with counter-force crossbeam；With upper bearing plate junction, be distributed uniformly and circumferentially there are four
Screw hole, and it is corresponding with the screw hole of upper bearing plate, for being fixed across the first screw rod and upper bearing plate；With upper pressure-bearing shell lug pair
Position is answered, the circular hole of several diameter 2cm is arranged in radial symmetric, for across wirerope.
In above-mentioned apparatus, firming plate 10 is the steel annular plate that thickness is 1cm, and quantity is identical as sleeve number, radial width
With each circle soil layer equivalent width, the gap between each firming plate is identical as sleeve wall thickness；There are pass through mould in center firming plate center
The circular hole of type stake, diameter are consistent with stake diameter；Every block of firming plate and lower bearing plate pass through 4 circumferentially equally distributed transmission rods
Connection；Transmission rod upper and lower end passes through bolt respectively and connect with lower bearing plate and firming plate.
In above-mentioned apparatus, 1 side of tooth form compression bar indicates graduation mark, convenient for marking to provide displacement when compression bar vertical movement
It is quasi-.
In above-mentioned apparatus, the diameter of first screw rod 4 and the second screw rod 6 is 30mm.
The present invention provides a kind of test methods for simulating soil around pile radial direction heterogeneity, comprising the following steps:
1. determining disturbed soil parameter: determining the pass between soil mass property and compactness, density by soil test first
System, then the changing pattern according to soil around pile property radially, determines perturbing area range, ring layer number, ring layer volume and compactness,
And calculate each ring layer soil body and non-disturbance region fills identical highly desired soil body quality；
2. experimental provision assembles: loading device being placed on reaction frame crossbeam, by loading device and is pressed by tooth form compression bar
Native device connection；Wherein, upper and lower bearing plate is connected by the first screw rod, and the center of circle of upper and lower bearing plate corresponds to the center of model casing；
Counter-force crossbeam is connect by L-type angle steel with model casing；Steel cylinder, the corresponding pressure-bearing up and down in the sleeve center of circle are sequentially placed in model casing
The center of circle of plate；
3. filling pile-end soil: the compactness being 1. calculated according to step, in the premise for guaranteeing pile-end soil consistent in density
Under, the prepared different quality soil body is uniformly laid in each steel cylinder, motor-driven gear is started, tooth form compression bar is transported downwards
It is dynamic to push bearing plate, and firming plate is driven to implement synchronous uniform thickness compacting to the soil body in each steel cylinder, until reach predetermined thickness,
Center firming plate uses solid slab；The soil body between outer ring sleeve and model casing side wall uses manual compaction；
4. filling soil around pile: placing Model Pile, each ring layer compactness being 1. calculated according to step will be prepared
The different quality soil body is uniformly laid in each steel cylinder, and starting motor drive gear rotation, tooth form compression bar moves downward promotion
Bearing plate, and firming plate is driven to implement synchronous uniform thickness compacting to the soil body in each steel cylinder, until reaching predetermined thickness, most inner side pressure
Native plate uses the annular slab of center band circular hole；Non- disturbance region between outer ring sleeve and model casing side wall is filled out using manual compaction
Soil；
5. sleeve is pulled out on: when soil body filling height is apart from 5~10cm at the top of sleeve, being unclamped between upper and lower bearing plate
Sleeve is connected with the lifting lug of upper bearing plate bottom by wirerope, is moved upwards in separation by tooth form compression bar by the first screw rod
Bearing plate, and moved up with moving sleeve, above degree of lifting is the 1/2~1/3 of sleeve height；Period, lower bearing plate utilize the second screw rod
It is connected to counter-force crossbeam；Firming plate is fixed on soil body surface in sleeve, and side occurs for uplift of soil and sleeve when preventing from pulling out sleeve
It moves；
6. subsequent banket: the second screw rod between wirerope and lower bearing plate and counter-force crossbeam is released, using the first spiral shell
Bar reconnects upper and lower bearing plate, repeat step 4.~5., complete subsequent to banket；Finally, sleeve is all extracted, to non-
The disturbance region soil body carries out manual compaction, smooth soil body surface.
Claims (8)
1. it is a kind of simulate soil around pile radial direction heterogeneity experimental rig, 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 the driving gear of tooth form compression bar and loading device
Connection, loading device are placed on the crossbeam of reaction frame；Counter-force crossbeam is connected by the bolt L-type angle steel with holes with both ends, L-type angle
Steel is fixed on the top of model casing longitudinal direction；
Firming device is made of upper layer and lower layer bearing plate, several annular firming plates and tooth form compression bar；Tooth form compression bar and upper bearing plate
It is connected, upper bearing plate is connected with lower bearing plate by the first screw rod, and lower bearing plate is connect by transmission rod with annular firming plate, ring
Shape firming plate is located above the soil body；When pulling out sleeve in test, lower bearing plate is connect by the second screw rod with counter-force crossbeam；
Sleeve is made of multilayer concentric Steel Thin-Wall cylinder, and when on-test, sleeve is placed in model casing bottom, and the center of circle with hold up and down
The center of circle of pressing plate is corresponding；
Upper bearing plate is circular slab, and centre is equipped with hole, and bottom is radially even to be equipped with row's lifting lug, lifting lug at the top of sleeve and its
It is correspondingly arranged, the two is connected by wirerope；
Loading device by a pair of of miniature motor for being placed on reaction frame crossbeam and two pairs of drive gear sets at；
Counter-force crossbeam is that there are two the round bar of screw hole, and both ends L-type Bolted angle connections with holes for a band, and are arranged in the stake of Model Pile longitudinal direction
It pushes up above 20~40cm height；L-type angle steel is fixed by bolts at the top of model casing；
Model Pile is prefabricated solid pile or hollow tubular pole；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 heterogeneity according to claim 1, it is characterised in that: the sleeve
For the thin-wall steel pipe of 1~2mm of wall thickness, for stake week disturbed soil to be divided into multiple concentric circles ring layers；The a height of model casing height of cylinder
1/3~1/4；Sleeve surface laying polyester film simultaneously smears teflon coating to reduce frictional resistance when sleeve is extracted；
The circular hole that two diameters are 4cm is reserved at the top of sleeve, and wirerope is passed through when for above pulling out sleeve.
3. the experimental rig of simulation soil around pile radial direction heterogeneity according to claim 1, it is characterised in that: upper bearing plate
For the circular steel plate with holes of thickness 1cm, diameter is 10cm bigger than the diameter of outmost turns sleeve；Upper bearing plate center is equipped with and Model Pile
The identical circular hole of diameter；At upper bearing plate edge 2cm, four screw holes evenly distributed in the circumferential direction, and with lower bearing plate
Screw hole is corresponding, for fixing across the first screw rod and lower bearing plate；Radially weld several lifting lugs, each sleeve in upper bearing plate bottom
Corresponding 2 lifting lugs, pull out sleeve on hanging steel rope.
4. the experimental rig of simulation soil around pile radial direction heterogeneity according to claim 1, it is characterised in that: lower bearing plate
For the circular steel plate with holes of thickness 1cm, diameter is 10cm bigger than the diameter of upper bearing plate；Lower bearing plate center is equipped with straight with Model Pile
The identical circular hole of diameter；In two screw holes of longitudinally asymmetric arrangement at edge 2cm, for connecting across the second screw rod and counter-force crossbeam
It connects；With upper bearing plate junction, four screw holes evenly distributed in the circumferential direction are corresponding with the screw hole of upper bearing plate, for wearing
The first screw rod is crossed to fix with upper bearing plate；With upper pressure-bearing shell lug corresponding position, the circle of several diameter 2cm is arranged in radial symmetric
Hole, for across wirerope.
5. the experimental rig of simulation soil around pile radial direction heterogeneity according to claim 1, it is characterised in that: firming plate is
Thickness is the steel annular plate of 1cm, and quantity is identical as sleeve number, radial width and each circle soil layer equivalent width, each firming plate it
Between gap it is identical as sleeve wall thickness；There are the circular hole for passing through Model Pile, diameter is consistent with stake diameter in center firming plate center；Often
Block firming plate and lower bearing plate by 4 circumferentially equally distributed transmission rod connect；Transmission rod upper and lower end passes through bolt respectively
It is connect with lower bearing plate and firming plate.
6. the experimental rig of simulation soil around pile radial direction heterogeneity according to claim 1, it is characterised in that: the tooth form
Compression bar side indicates graduation mark, convenient for providing shift standards when moving vertically for compression bar.
7. the experimental rig of simulation soil around pile radial direction heterogeneity 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 heterogeneity, using the described in any item simulation stakes of claim 1 ~ 7
The experimental rig of all radial heterogeneity of soil, it is characterised in that: the following steps are included:
1. determining disturbed soil parameter: determining the relationship between soil mass property and compactness, density by soil test first, so
Changing pattern according to soil around pile property radially afterwards determines perturbing area range, ring layer number, ring layer volume and compactness, and counts
It calculates each ring layer soil body and non-disturbance region fills identical highly desired soil body quality；
2. experimental rig assembles: loading device being placed on reaction frame crossbeam, is filled loading device and firming by tooth form compression bar
Set connection；Wherein, upper and lower bearing plate is connected by the first screw rod, and the center of circle of upper and lower bearing plate corresponds to the center of model casing；Counter-force
Crossbeam is connect by L-type angle steel with model casing；Steel cylinder is sequentially placed in model casing, the corresponding bearing plate up and down in the sleeve center of circle
The center of circle；
3. filling pile-end soil: the compactness being 1. calculated according to step will under the premise of guaranteeing pile-end soil consistent in density
The prepared different quality soil body is uniformly laid in each steel cylinder, starts motor-driven gear, tooth form compression bar, which moves downward, to be pushed away
Dynamic bearing plate, and firming plate is driven to implement synchronous uniform thickness compacting to the soil body in each steel cylinder, until reach predetermined thickness, wherein in
Heart firming plate uses solid slab；The soil body between outer ring sleeve and model casing side wall uses manual compaction；
4. filling soil around pile: placing Model Pile, each ring layer compactness being 1. calculated according to step, by prepared difference
The quality soil body is uniformly laid in each steel cylinder, and starting motor drive gear rotation, tooth form compression bar moves downward promotion pressure-bearing
Plate, and firming plate is driven to implement synchronous uniform thickness compacting to the soil body in each steel cylinder, until reaching predetermined thickness, most inner side firming plate
Use 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 filling height is apart from 5~10cm at the top of sleeve, unclamping first between upper and lower bearing plate
Sleeve is connected by screw rod by wirerope with the lifting lug of upper bearing plate bottom, moves upwards the upper pressure-bearing of separation by tooth form compression 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 are 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. subsequent banket: the second screw rod between wirerope and lower bearing plate and counter-force crossbeam is released, it will using the first screw rod
Upper and lower bearing plate reconnects, repeat step 4.~5., complete subsequent bankets；Finally, sleeve is all extracted, to non-disturbance
The region soil body carries out manual compaction, smooth soil body surface.
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| 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 |
| CN108360577B (en) * | 2018-02-06 | 2019-11-08 | 太原理工大学 | Simulate the torque loading device and method of stake top linearly or nonlinearly deflection constraint |
| CN108331041B (en) * | 2018-02-28 | 2019-10-25 | 三峡大学 | A kind of experimental rig and method of soil anchor drawing |
| 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 |
| 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 |
| 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 |
| 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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| 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 |
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