CN105926684B - Discrete material reinforcement composite foundation Model Pile, test device and method of testing - Google Patents
Discrete material reinforcement composite foundation Model Pile, test device and method of testing Download PDFInfo
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- CN105926684B CN105926684B CN201610255275.9A CN201610255275A CN105926684B CN 105926684 B CN105926684 B CN 105926684B CN 201610255275 A CN201610255275 A CN 201610255275A CN 105926684 B CN105926684 B CN 105926684B
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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
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
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Abstract
Discrete material reinforcement composite foundation Model Pile, test device and method of testing of the present invention, belong to the simulation of discrete material composite foundation and technical field of measurement and test；Technical problem to be solved is to provide a kind of lab simulation Model Pile of discrete material reinforcement composite foundation；The Model Pile can be tested along pile body high levels, the test device of deformation, carry out the method for testing of parameter acquisition；The technical scheme used for：A kind of structure of discrete material reinforcement composite foundation Model Pile is：Parcel coiled material is rolled by stairstepping thin plate to be formed, and filler is filled in inside parcel coiled material；Test device includes Model Pile, loading device, levelling device, device for measuring force and surveys deformation device；Method of testing is：Stairstepping thin plate is fabricated to drum, hollow space filling filler forms Model Pile；Soil pressure cell, girth deformation measurement chi are installed inside and outside Model Pile；Top is installed by pressure sensor and settlement measurement dial gauge；Then vertical staged loading is carried out.
Description
Technical field
Discrete material reinforcement composite foundation Model Pile, test device and method of testing of the present invention, belong to discrete material and answer
Close ground simulation and technical field of measurement and test.
Background technology
In civil engineering groundwork design, when natural foundation bearing capacity can not meet design requirement, sometimes using compound
Ground improves foundation bearing capacity and reduced and settles.Discrete material enhancing is divided into according to the adhesion strength of pile shaft material in composite foundation
Body and there is adhesion strength reinforcement, sandstone pile composite foundation is exactly at a kind of conventional ground of discrete material reinforcement composite foundation
Reason method.Sandstone pile composite foundation be by rubble, sand or sandstone compound be squeezed into hole in, it is vertical to form closely knit sandstone
The composite foundation of reinforcement.Using sand-gravel pile as representative discrete material reinforcement composite foundation can be used for handle loose sand,
The soil layers such as silt, silty clay, plain fill, miscellaneous fill, to meet superstructure to bearing capacity, sedimentation or antidetonation liquefaction etc.
Requirement.Although sand-gravel pile is widely used in basement process, its stress and deformation mechanism etc. also need further to study.
Current specifications《Building foundation treatment technical specification》(JGJ79-2012) to discrete material reinforcement composite foundation
Calculation formula is：
fspk=[1+m (n-1)] fsk (1)
In formula：fspkFor Bearing Capacity of Composite Foundation characteristic value, kPa；
fskFor inter-pile soil characteristic load bearing capacity, kPa after processing；
N is composite foundation pile-soil stress ratio；
M is area replacement ratio.
In formula (1), area replacement ratio (m) can be calculated by stake footpath and stake spacing parameter and determined, inter-pile soil carries after processing
Power characteristic value (fsk) can be determined by plate, but composite foundation pile-soil stress ratio (n) determines complex, specification rule
Surely determined by regional experience.It need to be tested pre-buried soil pressure cell, be tested in test pile and soil around pile when Accurate Determining
Journey is influenceed by many external factor, has larger uncertainty, and can not consider the vertical bearing capacity change of sand-gravel pile.
According to field test and theory analysis, the bearing capacity of discrete material pile reinforcement composite foundation single pile depends primarily on
The maximum lateral spacing power that Pile side soil body can be provided, under load action, pile body expands sand pile, and soil around pile enters plasticity shape
State, enter limiting condition as plastic zone constantly extends, can be by calculating the inter-pile soil lateral extreme Stress calculation single pile limit
Bearing capacity.
Sand pile ultimate bearing capacity (Ppf) general expression is：
Ppf=σruKp (2)
In formula：σruThe maximum lateral spacing power that can be provided for Pile side soil body, kPa；
KpFor the coefficient of passive earth pressure of discrete material.
According to different hypothesized models, maximum lateral spacing power that many scholars can be provided to Pile side soil body proposes different
Computational methods.Common method has Brauns (1978) method, expansion of cylinder cavities theoretical calculation, Wong H.Y. (1975) to calculate
Method, passive earth pressure calculating method etc..
From research above as can be seen that the discrete material reinforcement in ground needs the hoop that encloses of soil around pile to act on and could tie up
Hold the shape of pile body and vertical bearing capacity is provided, under load action, oxygen blast cyanidation occurs for discrete material reinforcement, by stake week
The passive earth pressure that soil provides maintains pile body balance, bears the effect of upper load, and the vertical bearing capacity of reinforcement takes in other words
Certainly in the lateral spacing power of Pile side soil, the more precisely shearing strength depending on soil around pile.
Discrete material pile pile shaft material is loosely organized, and vertical deformation should occur in bearing load while stake also occurs
Body lateral expansion, pile body deformation can not be tested in the embedding foil gauge in pile body side, to different height position in pile body loading process
The deformation at place is difficult to test, and these parameters are all to study the essential test event of discrete material reinforcement.
The content of the invention
The technical problems to be solved by the invention are to provide a kind of lab simulation mould of discrete material reinforcement composite foundation
Type stake；The Model Pile can be tested along pile body high levels, the test device of deformation, the lab simulation discrete material directly perceived that shows to increase
Strong bluk recombination ground pile-soil interaction process, and carry out the method for testing of parameter acquisition.
In order to solve the above technical problems, the technical solution adopted in the present invention is：
A kind of discrete material reinforcement composite foundation Model Pile, Model Pile include filler and parcel coiled material, the bag
Wrap up in coiled material for cylindrical shape, it is rolled by stairstepping thin plate and formed, one section of the stairstepping thin plate highest roll to be formed it is most interior
Layer, remaining stepped portion is rolled up successively forms the gradual thickening parcel coiled material of wall thickness from top to bottom outside, wraps up the bottom of coiled material
It is sleeved in the annular pile seat of bottom lock, top is sleeved in the annular pile cover of top seal, and the filler is filled in
Wrap up the cylinder interior that coiled material is formed.
The making material of the parcel coiled material is cardboard, or is plastic plate, or is geotextiles.
The filler is sand.
With above-mentioned discrete material reinforcement composite foundation Model Pile make test device, including Model Pile, loading device,
Levelling device, device for measuring force and survey deformation device；
The loading device includes rectangular base plate, four root posts, electric servo-press and cross reaction beam, and described four
Root post is vertically fixed on bottom plate, and four ends of the tops of four root posts respectively with cross reaction beam are fixed, in institute
The crosspoint for stating cross reaction beam is fixed with electric servo-press；
The Model Pile is placed on the bottom plate in loading device, positioned at the underface of electric servo-press；
The levelling device includes vertical horizon rule, horizontal horizon rule and leveling support, the vertical horizon rule, horizontal horizon rule difference
It is fixed on the middle part on the adjacent both sides of bottom plate and vertical horizon rule is mutually perpendicular to horizontal horizon rule, the leveling support is four, point
Bottom plate is propped up the corner for not being arranged on bottom plate；
The device for measuring force includes answering for the pressure sensor of test model pile top load and for test model pile body
The soil pressure cell of power, pressure sensor are arranged on above the pile cover of Model Pile and positioned at the underface of electric servo-press；It is more
Individual soil pressure cell is disposed on the different height of Model Pile axis；
The survey deformation device includes model stake top vertical displacement test device and Model Pile girth deformation test device；
The model stake top vertical displacement test device includes settlement measurement plate, dial gauge and fixed mount, and the sedimentation is surveyed
Template is rigid strip thin plate, and settlement measurement plate is arranged on above the pile cover of Model Pile, be provided with settlement measurement plate cushion block,
The cushion block is located at below pressure sensor, and two fixed mounts are separately positioned on settlement measurement plate both sides, on two fixed mounts
Provided with a dial gauge for being used to measure settlement point, and the settlement measurement point symmetry of dial gauge is arranged in settlement measurement plate center line
Both ends；
The Model Pile girth deformation test device is multiple girth deformation measurement chis for being fixed on Model Pile periphery, described
Girth deformation measurement chi is identical with the soil pressure cell quantity, correspond, and girth deformation measurement chi scale longitudinal axis with it is right
Height soil pressure cell pressure test face is answered to flush in the horizontal direction.
Being provided with above the pressure sensor can make pressure be evenly transferred to the rubber blanket on pressure sensor；It is described more
Individual soil pressure cell is equidistantly or spaced set, soil pressure cell are not connected by line with tester, all soil pressure cells
Geometric center overlaps with the axis of Model Pile in vertical direction.
One end of the girth deformation measurement chi is scale line, and the other end is provided with retaining collar, and the line of scale 0 with
One end away from retaining collar is initial part, retaining collar is the closing narrow slit ring for being close to end, the scale line position
Both sides of the edge are concave-convex type tooth trace.
The cushion block is circle, and has a diameter larger than the diameter of the pile cover, the settlement measurement plate and cushion block contact site
The planar dimension of position is not less than the vertical projection area of cushion block, and in the geometric center and Model Pile of settlement measurement plate and cushion block
Axis overlaps in vertical direction.
A kind of method of testing of discrete material reinforcement composite foundation Model Pile is as follows：
The stress-strain diagram of coiled material is wrapped up using stairstepping thin plate as parcel coiled material, measured in advance, determines the pole of material
Tensile strength is limited, stairstepping thin plate is then fabricated to the gradual thickening drum of wall thickness from top to bottom, after processing
Sidewise restraint effect of the composite foundation Pile side soil to discrete material pile, the gradual thickening foundation soil that represents of wall thickness is with buried depth from top to bottom
Stake sidewise restraint is strengthened successively from top to bottom, drum hollow space filling filler form compound foundation Model Pile；
On Model Pile different height, the soil pressure cell for stress variation in test model stake loading procedure, outside peace are installed in inside
Fill the girth deformation measurement chi for testing Model Pile perimeter change in loading procedure；Pressure sensor is installed at the top of Model Pile
And settlement measurement plate, at settlement measurement plate both ends, dial gauge is set；Then Model Pile is placed on loading device to Model Pile
Vertical staged loading is carried out, determines the load and displacement, the pre-buried soil pressure of different height of Model Pile stake top during hierarchical loading
Box stress and respective heights section circumferential deformation.
The filler is sand, and the property such as its particle diameter, grading, compactness, internal friction angle corresponds to after processing again
Close the physico-mechanical properties of ground filler.
Compared to the prior art the present invention has the advantages that.
First, Model Pile design advantages of simple in the present invention.Cylindrical shape, which is fabricated to, with light sheet material wraps up coiled material to filling
Discrete material plays the lateral discrete material offer lateral restriction for enclosing hoop effect, being filled to inside, substitutes discrete material enhancing
Lateral restriction of the inter-pile soil to discrete material in bluk recombination ground；Step thin plate can make Model Pile from stake top to stake round-ended cylinder
Shape wall thickness increase, restraining force increase, simulated formation conduct oneself with dignity downwards increase, lateral spacing power increase.
2nd, Model Pile test device has stress and deformation result visual in the present invention, can both observe loading procedure
Middle Model Pile stake top stress and deformation, circumferential deformation and stress variation that also can be directly at observing and nursing stake different height；
3rd, the present invention in Model Pile there is boundary condition and model parameter changeability, it is easy to accomplish more arbitrary boundary conditions and
The material of thin plate and thickness realize the change modeling to stake side restraining force on the outside of the change of measurement condition, such as change sand pile；Change
Become the simulation that stake footpath size realizes different replacement rates；Adjust simulation of the long realization of stake to different foundation treatment depths.
4th, Model Pile possesses reappearance in the present invention, can be repeated several times experiment, the reliability of guarantee test result and must
To abundant test data.
5th, Model Pile possesses economy in the present invention, and model makes simply in itself, and experimentation cost is low.
Brief description of the drawings
Fig. 1 is the structural representation of test device in the present invention.
Fig. 2 is Fig. 1 schematic top plan view.
Fig. 3 is the cross-sectional view of Model Pile in test device in the present invention
Fig. 4 is the expanded schematic diagram that coiled material is wrapped up in the present invention.
Fig. 5 is the structural representation of girth deformation measurement chi in the present invention.
Fig. 6 is the expanded schematic diagram of girth deformation measurement chi in the present invention.
In figure, 1 is filler, and 2 be parcel coiled material, and 3 be bottom plate, and 4 be column, and 5 be electric servo-press, and 6 be heavy
Measurement plate drops, and 7 be dial gauge, and 8 be fixed mount, and 9 be stake seat, and 10 be pile cover, and 11 be girth deformation measurement chi, and 12 draw for scale
Line, 13 be retaining collar, and 14 be concave-convex type tooth trace, and 15 be soil pressure cell, and 16 be cushion block, and 17 be pressure sensor, and 18 be rubber
Pad, 19 be cross reaction beam, and 20 be vertical horizon rule, and 21 be horizontal horizon rule, and 22 be leveling support.
Embodiment
As shown in figs 1 to 6, a kind of discrete material reinforcement composite foundation Model Pile, Model Pile include filler 1 and
Coiled material 2 is wrapped up, the parcel coiled material 2 is cylindrical shape, and it is rolled by stairstepping thin plate and formed, the stairstepping thin plate highest one
Section rolls to form innermost layer, and remaining stepped portion is rolled up successively forms the gradual thickening parcel coiled material of wall thickness from top to bottom outside
2, the bottom of parcel coiled material 2 is sleeved in the annular pile seat 9 of bottom lock, and top is sleeved on the annular pile cover 10 of top seal
In, the filler 1 is filled in the cylinder interior that parcel coiled material 2 is formed.
The making material of the parcel coiled material 2 is cardboard, or is plastic plate, or is geotextiles.
The filler 1 is sand.
With above-mentioned discrete material reinforcement composite foundation Model Pile make test device, including Model Pile, loading device,
Levelling device, device for measuring force and survey deformation device；
The loading device includes rectangular base plate 3, four root posts 4, electric servo-press 5 and cross reaction beam 19,
Four root post 4 is vertically fixed on bottom plate 3, and the top of four root posts 4 is held with four of cross reaction beam 19 respectively
Portion is fixed, and electric servo-press 5 is fixed with the crosspoint of the cross reaction beam 19；
The Model Pile is placed on the bottom plate 3 in loading device, positioned at the underface of electric servo-press 5；
The levelling device includes vertical horizon rule 20, horizontal horizon rule 21 and leveling support 22, the vertical horizon rule 20, Heng Shui
Leveling ruler 21 is separately fixed at the middle part on 3 adjacent both sides of bottom plate and vertical horizon rule 20 is mutually perpendicular to horizontal horizon rule 21, the tune
Flat bearing 22 is four, is separately positioned on the corner of bottom plate 3 by bottom plate 3；
The device for measuring force is included for the pressure sensor 17 of test model pile top load and for test model pile body
The soil pressure cell 15 of stress, pressure sensor 17 are arranged on the top of pile cover 10 of Model Pile and positioned at electric servo-press 5
Underface；Multiple soil pressure cells 15 are disposed on the different height of Model Pile axis；
The survey deformation device includes model stake top vertical displacement test device and Model Pile girth deformation test device；
The model stake top vertical displacement test device includes settlement measurement plate 6, dial gauge 7 and fixed mount 8, the sedimentation
Measurement plate 6 is rigid strip thin plate, and settlement measurement plate 6 is arranged on the top of pile cover 10 of Model Pile, set on settlement measurement plate 6
There are cushion block 16, the cushion block 16 to be located at the lower section of pressure sensor 17, two fixed mounts 8 are separately positioned on the both sides of settlement measurement plate 6,
A dial gauge 7 for being used to measure settlement point, and the settlement measurement point symmetry cloth of dial gauge 7 are equipped with two fixed mounts 8
Put at the both ends of the center line of settlement measurement plate 6；
The Model Pile girth deformation test device is fixed on the peripheral girth deformation measurement chis 11 of Model Pile, institute to be multiple
It is identical with the quantity of soil pressure cell 15 to state girth deformation measurement chi 11, corresponds, and the scale of girth deformation measurement chi 11 is indulged
Axis flushes in the horizontal direction with respective heights soil pressure cell pressure test face.
The top of pressure sensor 17 is provided with the rubber blanket 18 that pressure can be made to be evenly transferred on pressure sensor 17；
The multiple soil pressure cell 15 is equidistantly or spaced set, soil pressure cell 15 are not connected by line with tester, institute
There is the geometric center of soil pressure cell 15 to be overlapped with the axis of Model Pile in vertical direction.
One end of the girth deformation measurement chi 11 is scale line 12, and the other end is provided with retaining collar 13, and carves
It is to be close to the closing narrow slit ring of end, the quarter to spend 0 line by initial part, retaining collar 13 of one end away from retaining collar 13
12 position both sides of the edge of degree line are concave-convex type tooth trace 14.
The cushion block 16 is circle, and has a diameter larger than the diameter of the pile cover, and the settlement measurement plate 6 connects with cushion block 16
The planar dimension of contact portion position is not less than the vertical projection area of cushion block 16, and the geometric center of settlement measurement plate 6 and cushion block 16 with
The axis of Model Pile overlaps in vertical direction.
A kind of method of testing of discrete material reinforcement composite foundation Model Pile is as follows：
The stress-strain diagram of coiled material 2 is wrapped up, determines material using stairstepping thin plate as parcel coiled material 2, measured in advance
Ultimate tensile strength, stairstepping thin plate is then fabricated to the gradual thickening drum of wall thickness from top to bottom, corresponding to processing
Sidewise restraint effect of the composite foundation Pile side soil to discrete material pile afterwards, from top to bottom wall thickness gradually the thickening foundation soil that represents with burying
It is deep that stake sidewise restraint is strengthened successively from top to bottom, the drum hollow space filling form compound foundation model of filler 1
Stake；On Model Pile different height, the soil pressure cell 15 for stress variation in test model stake loading procedure is installed in inside, outside
Portion is installed by the girth deformation measurement chi 11 for testing Model Pile perimeter change in loading procedure；Pressure is installed at the top of Model Pile
Sensor 17 and settlement measurement plate 6, dial gauge 7 is set at the both ends of settlement measurement plate 6；Then Model Pile is placed on loading device
On vertical staged loading is carried out to Model Pile, determine the load and displacement, different height of Model Pile stake top during hierarchical loading
The pre-buried stress of soil pressure cell 15 and respective heights section circumferential deformation.
The filler 1 is sand, and the property such as its particle diameter, grading, compactness, internal friction angle corresponds to after processing again
Close the physico-mechanical properties of ground filler.
The height of projection of concave-convex type tooth trace 14 is about 0.5mm in the girth deformation measurement chi 11, and length is about 1mm, and tooth
Shape height of projection is more than the internal diameter of retaining collar 13 height at least 0.5mm.The internal diameter of retaining collar 13 height deforms with girth to be surveyed
The Partial Height of the no concave-convex type tooth trace 14 of gage 11 is identical.
Leveling support 22 should be first adjusted before use makes bubble centering in vertical horizon rule 21 and horizontal horizon rule 20, now bottom plate 3
Level, column 4 is perpendicular to bottom plate 3.
Model Pile manufacturing process is as follows：According to the vertical bearing capacity size of simulation sand pile, certain material, certain thickness are selected
(h) parcel coiled material 2, such as 100g/m2Paper, it is first determined the number m of the diameter D of drum size and step (m takes >=
1 integer), the height and length of each step are respectively n D (n=0.5,1,1.5,2 ...) and π D+ (5~10mm), then paper
Height H=m × n × the D opened, length L=π m [D+ (m-1) h]+(5~10) mm, cuts as shown in Figure 4, and the paper after cutting
Open the convolution direction as shown in arrow in figure and be rolled into drum, the circle binding agent that twists bonds once in overall length, bonds
Width >=5mm, after band bonded part is firm, the lower end of parcel coiled material 2, that is, wall thickness one end are placed into and parcel coiled material 2
In the bottom end closure ring-type stake seat 9 matched somebody with somebody, then load filler to the parcel interior laminate layer of coiled material 2 and be layered compacted (if adopted
With sand then sand particle diameter d≤(1/5~1/20) D, clay content≤5%), it is finally thin by one in parcel coiled material 2 upper end, that is, wall
Prefabricated pile cover 10 is placed at end, so then completes a filling chiltern Model Pile.During Model Pile fills sand, together
When at stake end and pile body different height axis the embedding soil pressure cell 15 in interval, for determine loading procedure pile stress become
Change.
The properties such as the particle diameter for wrapping up the inside filler of coiled material 2, grading, compactness, internal friction angle correspond to processing
The physico-mechanical properties of composite foundation filler afterwards.
The physico-mechanical properties of the parcel inside filler of coiled material 2 and light sheet material that parcel coiled material 2 is made it is anti-
Tensile strength size determines the size of vertical bearing capacity of single pile, and light sheet material answers its stress-strain diagram of measured in advance, determines material
The ultimate tensile strength of material.
100g/m can be used in the girth deformation measurement chi 112Sheet trimming into width be 5mm or 10mm, length be more than
1.5 π [D+2 (m-1) h] strip paper slip is made.Multiple girth deformation measurement chis 11 can be made as needed, then
Girth deformation measurement chi 11 is enclosed on outside composite foundation parcel coiled material 2, the fixing means of girth deformation measurement chi 11 is fixation
The inner side of the collar 13 is bonded in the parcel outer surface of coiled material 2 by binding agent, can also rely on frictional force and fixes.
The loading testing scheme reference of discrete material reinforcement composite foundation indoor simulation device《Building foundation treatment technology
Specification》(JGJ79-2012) perform, data acquisition coordinates loading scheme to carry out data acquisition by respective standard.
Model Pile cylindrical shape wraps up the lateral restriction (σ of coiled material 2ru) it is exactly corresponding discrete material pile compound foundation pile
All soil provides lateral restriction.For the measurement horizontal cross-section of a certain height of Model Pile, unit height, the unit may be selected
Height can be reduced to bear the thin cylinder of internal pressure, and the internal pressure reaction force is lateral restriction of the thin plate to sand pile
(σru), lateral restriction (σru) calculated using thin cylinder theoretical formula (3)：
σru=2h σθ/D (3)
In formula：D is stake footpath, mm；
H is to calculate the lamella thickness at section, mm；
σθFor the circumference stress of thin plate cylinder, kPa.
Circumference stress (the σ of parcel coiled material 2 in formula (3)θ) can be according to the stress-strain diagram of thin plate, by calculating section
The girth deformation that girth deformation measurement chi 11 measures, which corresponds to, to be obtained.Then by formula (2) can computation model stake different cross section
Height vertical stress, so as to disclose the pile-soil interaction rule of discrete material pile composite foundation.
Claims (9)
- A kind of 1. discrete material reinforcement composite foundation Model Pile, it is characterised in that：Model Pile includes filler（1）And parcel Coiled material（2）, the parcel coiled material（2）For cylindrical shape, it is rolled by stairstepping thin plate and formed, the stairstepping thin plate highest one Section rolls to form innermost layer, and remaining stepped portion is rolled up successively forms the gradual thickening parcel coiled material of wall thickness from top to bottom outside （2）, wrap up coiled material（2）Bottom be sleeved on the annular pile seat of bottom lock（9）In, top is sleeved on the annular pile of top seal Cap（10）In, the filler（1）It is filled in parcel coiled material（2）The cylinder interior of formation.
- A kind of 2. discrete material reinforcement composite foundation Model Pile according to claim 1, it is characterised in that：The parcel Coiled material（2）Making material be cardboard, or be plastic plate, or be geotextiles.
- A kind of 3. discrete material reinforcement composite foundation Model Pile according to claim 1, it is characterised in that：The filling Material（1）For sand.
- 4. the test device made of the discrete material reinforcement composite foundation Model Pile described in claim 1, it is characterised in that： Including Model Pile, loading device, levelling device, device for measuring force and survey deformation device；The loading device includes rectangular base plate（3）, four root posts（4）, electric servo-press（5）With cross reaction beam （19）, four root post（4）It is vertically fixed on bottom plate（3）On, four root posts（4）Top respectively with cross reaction beam （19）Four ends fix, in the cross reaction beam（19）Crosspoint be fixed with electric servo-press（5）；The Model Pile is placed on the bottom plate in loading device（3）On, positioned at electric servo-press（5）Underface；The levelling device includes vertical horizon rule（20）, horizontal horizon rule（21）And leveling support（22）, the vertical horizon rule（20）、 Horizontal horizon rule（21）It is separately fixed at bottom plate（3）The middle part on adjacent both sides and vertical horizon rule（20）With horizontal horizon rule（21）Phase It is mutually vertical, the leveling support（22）For four, bottom plate is separately positioned on（3）Corner by bottom plate（3）Branch is got up；The device for measuring force includes the pressure sensor for test model pile top load（17）Answered with for test model pile body The soil pressure cell of power（15）, pressure sensor（17）Installed in the pile cover of Model Pile（10）Top and it is located at electric servo-press （5）Underface；Multiple soil pressure cells（15）It is disposed on the different height of Model Pile axis；The survey deformation device includes model stake top vertical displacement test device and Model Pile girth deformation test device；The model stake top vertical displacement test device includes settlement measurement plate（6）, dial gauge（7）And fixed mount（8）, it is described heavy Measurement plate drops（6）For rigid strip thin plate, settlement measurement plate（6）It is arranged on the pile cover of Model Pile（10）Top, surveyed in sedimentation Template（6）It is provided with cushion block（16）, the cushion block（16）Positioned at pressure sensor（17）Lower section, two fixed mounts（8）Set respectively Put in settlement measurement plate（6）Both sides, two fixed mounts（8）On be equipped with one and be used to measure the dial gauge of settlement point（7）, and Dial gauge（7）Settlement measurement point symmetry be arranged in settlement measurement plate（6）The both ends of center line；The Model Pile girth deformation test device is multiple girth deformation measurement chis for being fixed on Model Pile periphery（11）, it is described Girth deformation measurement chi（11）With the soil pressure cell（15）Quantity is identical, corresponds, and girth deformation measurement chi（11）Carve Degree longitudinal axis flushes in the horizontal direction with respective heights soil pressure cell pressure test face.
- 5. test device according to claim 4, it is characterised in that：The pressure sensor（17）Top, which is provided with, to be made Pressure is evenly transferred to pressure sensor（17）On rubber blanket（18）；The multiple soil pressure cell（15）For equidistantly or Spacing is set, soil pressure cell（15）It is connected by line with tester, all soil pressure cells（15）Geometric center and Model Pile Axis vertical direction overlap.
- 6. test device according to claim 4, it is characterised in that：The girth deformation measurement chi（11）One end for carve Degree line（12）, the other end is provided with retaining collar（13）, and the line of scale 0 is with away from retaining collar（13）One end for starting Portion, retaining collar（13）To be close to the closing narrow slit ring of end, the scale line（12）Position both sides of the edge are concave-convex type Tooth trace（14）.
- 7. test device according to claim 4, it is characterised in that：The cushion block（16）For circle, and have a diameter larger than The diameter of the pile cover, the settlement measurement plate（6）With cushion block（16）The planar dimension of contact site is not less than cushion block（16）'s Vertical projection area, and settlement measurement plate（6）With cushion block（16）Geometric center and Model Pile axis in vertical direction weight Close.
- A kind of 8. method of testing of discrete material reinforcement composite foundation Model Pile, it is characterised in that：Using stairstepping thin plate as parcel coiled material（2）, measured in advance parcel coiled material（2）Stress-strain diagram, determine material Ultimate tensile strength, stairstepping thin plate is then fabricated to the gradual thickening drum of wall thickness from top to bottom, corresponding to processing Sidewise restraint effect of the composite foundation Pile side soil to discrete material pile afterwards, from top to bottom wall thickness gradually the thickening foundation soil that represents with burying It is deep that stake sidewise restraint is strengthened successively from top to bottom, drum hollow space filling filler（1）Form compound foundation mould Type stake；On Model Pile different height, the soil pressure cell for stress variation in test model stake loading procedure is installed in inside （15）, the girth deformation measurement chi for testing Model Pile perimeter change in loading procedure is installed in outside（11）；In model stake top Portion is installed by pressure sensor（17）And settlement measurement plate（6）, in settlement measurement plate（6）Both ends set dial gauge（7）；Then by mould Type stake is placed on loading device carries out vertical staged loading to Model Pile, determines the lotus of Model Pile stake top during hierarchical loading Carry and displacement, the pre-buried soil pressure cell of different height（15）Stress and respective heights section circumferential deformation.
- 9. the method for testing of discrete material reinforcement composite foundation Model Pile according to claim 8, it is characterised in that：Institute State filler（1）For sand, and its particle diameter, grading, compactness, internal friction angle property correspond to processing after composite foundation fill The physico-mechanical properties of material.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610255275.9A CN105926684B (en) | 2016-04-23 | 2016-04-23 | Discrete material reinforcement composite foundation Model Pile, test device and method of testing |
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| CN201610255275.9A CN105926684B (en) | 2016-04-23 | 2016-04-23 | Discrete material reinforcement composite foundation Model Pile, test device and method of testing |
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| CN108166538A (en) * | 2017-12-20 | 2018-06-15 | 河北建设勘察研究院有限公司 | Pass through the ultimate bearing capacity model assay systems and test method of shaped corroded cave model foundation pile model |
| CN110534008B (en) * | 2019-08-21 | 2021-06-04 | 三峡大学 | Visual device and method for simulating compaction and compaction process of coral sand in sea reclamation |
| CN111576498B (en) * | 2020-04-16 | 2021-08-27 | 上海大学 | Gravel pile model test device based on transparent soil and FBG (fiber Bragg Grating) optical fiber sensor |
| 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 |
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