CN109537651A - A kind of scene pile body Two-way side resistance test device and its test method - Google Patents
A kind of scene pile body Two-way side resistance test device and its test method Download PDFInfo
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- CN109537651A CN109537651A CN201910023749.0A CN201910023749A CN109537651A CN 109537651 A CN109537651 A CN 109537651A CN 201910023749 A CN201910023749 A CN 201910023749A CN 109537651 A CN109537651 A CN 109537651A
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- 238000012360 testing method Methods 0.000 title claims abstract description 136
- 238000010998 test method Methods 0.000 title claims abstract description 17
- 238000011068 loading method Methods 0.000 claims abstract description 134
- 239000002689 soil Substances 0.000 claims description 29
- 238000007789 sealing Methods 0.000 claims description 15
- 238000006073 displacement reaction Methods 0.000 claims description 14
- 230000002357 endometrial effect Effects 0.000 claims description 13
- 238000010276 construction Methods 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 11
- 238000011160 research Methods 0.000 claims description 11
- 238000007596 consolidation process Methods 0.000 claims description 9
- 239000012528 membrane Substances 0.000 claims description 9
- 238000009434 installation Methods 0.000 claims description 7
- 239000000203 mixture Substances 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 3
- 230000015271 coagulation Effects 0.000 claims description 2
- 238000005345 coagulation Methods 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 13
- 238000005259 measurement Methods 0.000 abstract description 6
- 238000011835 investigation Methods 0.000 abstract 1
- 239000003643 water by type Substances 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 5
- 238000002474 experimental method Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000007796 conventional method Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- -1 pile body mudcake Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
Classifications
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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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- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
Abstract
The present invention provides a kind of live pile body Two-way side resistance test device and its test methods, comprising: test pile and loading device；The loading device is arranged on the outside of the test pile, wherein method, step 1, and test stake body is excavated: step 2 installs loading device fixing piece；Hydraulic cavities confining pressure loading system, horizontal loading loading system and vertical load loading system are successively installed and assembled to step 3；Step 4 carries out test adjustment, test, until completing.The shortcomings that the present invention overcomes conventional piles Resistance test methods provides a kind of new device and test method for the stake resistance measurement of architectural engineering, the engineering investigation in various land-based area waters is suitble to detect.
Description
Technical field
The present invention relates to the test device technical field of architectural engineering, in particular to a kind of two-way collateral resistance examination of live pile body
Experiment device and its test method.
Background technique
More traditional, the conventional method lateral frictional force test method of existing more common lateral frictional force experimental test technology
It is divided into two kinds.
It is to load vertical lotus in stake top in the pre- embedding Reinforcement Stress-count of pile body one is field engineering pile loading test method
Load or horizontal loading measure the axial stress of pile body, stake top deformation and load load, obtain stake indirectly by calculating and analyzing
The collateral resistance of body.The most apparent defect of such method is to obtain pile body by the work difference and analysis of pile shaft force and pile top load
Collateral resistance, and the lateral frictional force of pile-soil interface cannot be directly measured, the hypothesis in calculating will lead to analysis result and reality
Lateral frictional force plays the error of rule, cannot really reflect the action rule of lateral frictional force.In addition to this, live pile body side
There are also other deficiencies, such as load load to generally use gravity laod calibrated bolck for the test method of resistance, when long stake and major diameter
When stake experiment, caused in this way the result is that needing more gravity laod calibrated bolck, great weighted platform and top test are empty
Between, it is not accurate that these traditional test methods result in test operation, and needs more workload.
The test method of another lateral frictional force is that the direct shear test of pile-soil interface, this method are carried out in laboratory
Can be relatively accurate, it accurately carries out experiment test and monitors the variation of collateral resistance, but due to testing indoor pile-soil interface
Sample prepare (sample of preparation includes concrete, mudcake, native three kinds of compositions) mainly rule of thumb with document utilization.This
Kind empirical, uniformly, ideal sample can not reflect the concrete of the practical pile foundation in scene, mudcake, native composition with
And their geometrical distribution.Therefore, practical work is analyzed with the test result of the pile-soil interface direct shear test in laboratory
Pile side resistance action rule in journey, it may be possible to reflect the substantially regular of pile side resistance, but be inevitably present
Many errors.
Summary of the invention
It is an object of the invention to aiming at the shortcomings in the prior art, provide a kind of live pile body Two-way side resistance test dress
It sets and its method.
Technical solution:
To achieve the above object, the present invention provides a kind of live pile body Two-way side resistance test devices, comprising: test pile
And loading device；The loading device is arranged on the outside of the test pile, wherein
The test pile is made of test pile setting stake shape, the practical pile stake shape of test pile and pile body mudcake；The examination
The stake design stake shape center cylindrical that the test pile is set is tested, the practical pile stake shape of test pile is in concave-convex curved surface packet
The outside of the test pile design stake shape is overlayed on, the pile body mudcake is non-uniform to be filled in the practical pile stake shape of the test pile
Outside；
The loading device is installed on the outside of test pile, by loading device fixing piece, hydraulic cavities confining pressure loading system,
Vertical load loading system and horizontal loading loading system composition；The loading device fixing piece is that two rows squeeze into the test
Fixation counter-force anchor in stake, the hydraulic cavities confining pressure loading system are arranged among the loading device fixing piece, described vertical
Load loading system and the horizontal loading loading system are used for and horizontal direction vertical to the test pile and carry out load load.
Preferably, in above-mentioned technical proposal, two rows of fixed counter-force anchors are respectively placed in testing research pile body position (103)
Coboundary and lower boundary at.
Preferably, in above-mentioned technical proposal, the hydraulic cavities confining pressure loading system tight enclosure is in the outer of the test pile
By hydraulic endometrial cavity, apply stressed hydraulic cavities and hydraulic cavities outer membrane forms in side, wherein the hydraulic endometrial cavity abutting is filled out
Fill the soil body on the outside of the pile body mudcake outer profile of the pile body mudcake.
Preferably, in above-mentioned technical proposal, the vertical load loading system, by more high intensity stretch axle power bar,
Multiple axle power loading units and vertical uniform load q board group are at the every high-intensitive flexible axle power bar installs 1 axle power
Loading unit, one end of the every scalable axle power bar of high intensity are linked together by consolidating fulcrum, other end difference
By can temporary consolidation fixed pivot in being controlled on the vertical uniform load q plate by the axle power loading unit, it is each described can
The vertical displacement that a vertical displacement meter is all arranged on temporary consolidation fulcrum for vertical uniform load q plate can be monitored in real time.
Preferably, in above-mentioned technical proposal, the horizontal loading loading system, including it is two ball hinged supports, scalable curved
Crankshaft power bar, oil pressure pump and deformation graduated scale, the both ends of the retractable curved axle power bar pass through the flexural pivot branch respectively
Horizontal loading is uniformly transferred on sealing plate by seat, and then is loaded on pile-soil interface sample and answered with providing horizontal laterally cut
Power.
It is another object of the present invention to the test method of live pile body Two-way side resistance test device, feature exists
In including the following steps:
Step 1, test stake body are excavated:
According to test stake body position, the soil around test pile is vertically excavated to the testing research pile body portion of quasi- test
The lower boundary of position, it is then horizontal to cut the earth, it digs at 0.5 meter of stake week outer；Wherein, the test pile design stake shape of test pile is
The column shape of rule, since the factors such as construction influence, the practical pile stake shape of test pile is the concave-convex curve for having fluctuating, pile body mudcake
It is unevenly distributed with pile body mudcake outer profile；
Step 2 installs loading device fixing piece；
Step 3 is successively installed and is assembled hydraulic cavities confining pressure loading system, horizontal loading loading system and vertical load and adds
Loading system；
Step 4 carries out test adjustment, test, until completing.
Preferably, in above-mentioned technical proposal, the installation loading device fixing piece of step 2 is that two rows are fixed counter-force anchor,
Every row 8 squeezes into fixed counter-force anchor rotating around the coboundary and lower boundary for being fixed on testing research pile body part for pile body one week
In pile concrete, the fixed counter-force anchor of every row is kept in the same plane, between the adjacent fixation counter-force anchor at coboundary
It is connected with vertical uniform load q plate；It is connected between adjacent fixation counter-force anchor with hydraulic cavities seal base at lower boundary, coboundary
One group of fixed counter-force anchor is symmetrically reserved with lower boundary to empty to install horizontal loading loading system.
Preferably, in above-mentioned technical proposal, hydraulic cavities confining pressure loading system is installed in step 4, is in fixed counter-force anchor
Between position one circle of soil around pile body be close to hydraulic endometrial cavity, be close to hydraulic endometrial cavity and vertical uniform load q plate, hydraulic cavities be close
Back cover plate and hydraulic cavities outer membrane surround the hydraulic cavities device of sealing, by the hydraulic cavities device being sealed to around institute's pile body cylindrical body one
Week pressure volume controller is connected by pressure volume controller connector.
Preferably, in above-mentioned technical proposal, the installation horizontal loading loading system in step 4 is to empty one reserved
It is connected, is installed between two sealing plates horizontal with sealing plate between every a pair of fixation counter-force anchor arranged up and down of the fixed counter-force anchor of group
Load loading device.
Compared with prior art, the invention has the following beneficial effects:
(1) the device of the invention can also both be realized existing with the vertical collateral resistance of pile body with the horizontal collateral resistance of pile body
The experimental test of field pile side resistance overcomes the indirect of traditional situ loading method and calculates the mistake for deriving lateral frictional force
The untrue test result of difference and laboratory configuration pile-soil interface sample.
(2) hydraulic cavities confining pressure loading system uses hydraulic cavities and inside and outside two film construction is loaded, by pressure volume control
Wide range, highly sensitive load loading environment may be implemented in the hydraulic cavities of instrument control processed, meanwhile, membrane structure can achieve uniformly
Load transmit purpose so that confining pressure load uniformly, accurately, science, rationally.In addition, the volume change of hydraulic cavities measures
The volume change of available test object, therefore the volume change of available pile-soil interface sample during the experiment.
(3) method that horizontal loading loading system uses that oil pressure pump controls retractable curved axle power bar in the present invention applies
Horizontal loading, such method equally have the advantages of wide range load, portable construction.It, can be with meanwhile using two ball hinged supports
Uniform transmitting load, so that sample stress is more reasonable compared to conventional method.It, can be real-time due to joined deformation graduated scale
Measure horizontal distortion.
(4) vertical load loading system uses the scalable axle power bar of more high intensity and loads simultaneously, is loaded by axle power
The method that unit controls axle power size respectively can achieve and apply micro- vertical axle power incremental step, fine adjustment vertical load in real time
Purpose, meanwhile, multiple displacement meters can be monitored in real time Vertical Settlement, the degree that the vertical collateral resistance of reflection stake plays.
(5) effect of the invention is that the apparatus structure is simple, easy to use, is easily portable, reusable, is not had to practical
Test pile, cost is few, and expense is low, and efficiency-cost ratio is high, can actual loading deformation condition of the ground foundation simulation soil under foundation pile effect, can be
Stake resistance relevant parameter is provided before Pile integrity construction, and assists providing the parameters such as modulus of shearing, the compression modulus of foundation soil.
Detailed description of the invention
Fig. 1 is the vertical section structure schematic diagram of the test application of pile body Two-way side resistance test device according to the present invention.
Fig. 2 is that the pile body of pile body Two-way side resistance test device according to the present invention is vertical and horizontal side resistance measurement is illustrated
Figure.
Fig. 3 is the horizontal plane cross-section top view of pile body Two-way side resistance test device according to the present invention.
Fig. 4 is the structural schematic diagram (A-B sectional view) at 1/4 position of pile body vertical loading device according to the present invention；
Fig. 5 is the structural schematic diagram at 1/4 position of confining pressure loading device according to the present invention；
Main appended drawing reference explanation:
101- test pile, 103- testing research pile body position, the coboundary 104-, 105- lower boundary, 106- pile body horizontal side
Resistance, the vertical collateral resistance signal of 107- pile body；
201- test pile design stake shape, the practical pile stake shape of 202- test pile, 203- pile body mudcake outer profile,
405- vertical uniform load q plate, the fixed counter-force anchor of 208-, 209- hydraulic cavities outer membrane, 210- hydraulic cavities, 211- liquid
Press endometrial cavity, 212- hydraulic cavities seal base；
303- pile body mudcake region, 308- pressure volume controller connector, the retractable curved axle power bar of 309-, 310- connect
Connect oil pressure pump interface, 311- ball hinged support, the practical pile outer profile of 313- test pile, 314- pile concrete, 315- deformation quarter
Spend ruler；
The high-intensitive scalable axle power bar of 401-, 402- consolidate fulcrum, and 403- axle power loading unit, 404- can temporary consolidation branch
Point, 405- vertical uniform load q plate, 406- displacement meter.
Specific embodiment
With reference to the accompanying drawing, specific embodiments of the present invention will be described in detail, it is to be understood that guarantor of the invention
Shield range is not limited by the specific implementation.
Unless otherwise explicitly stated, otherwise in entire disclosure and claims, term " includes " or its change
Changing such as "comprising" or " including " etc. will be understood to comprise stated element or component, and not exclude other members
Part or other component parts.
Fig. 1 shows a kind of test of live pile body Two-way side resistance test device according to the preferred embodiment of the present invention
The vertical section structure schematic diagram of application.
As shown in Figure 1, a kind of scene pile body Two-way side resistance test device, comprising: test pile 101 and loading device；Add
It carries and installs in 101 outside of test pile, wherein
As depicted in figs. 1 and 2, stake shape 201, the practical pile stake shape 202 of test pile is arranged by test pile in test pile 101
It is constituted with pile body mudcake；Test pile designs the center cylindrical that test pile 101 is arranged in of stake shape 201, the practical pile of test pile
Stake shape 202 is coated on the outside of test pile design stake shape 201 in concave-convex curved surface, and outermost forms the practical pile foreign steamer of test pile
Exterior feature 313, the non-uniform outside for being filled in the practical pile stake shape 202 of test pile of pile body mudcake form pile body mudcake region 303.
Loading device, being installed on the outside of test pile 101 is specifically at testing research pile body as shown in Figure 2 position
103, loading device as shown in figures 1 and 3 is by loading device fixing piece, hydraulic cavities confining pressure loading system, vertical load load system
System and horizontal loading loading system composition；Loading device fixing piece is the fixation counter-force anchor that two rows are squeezed into test pile 101
208, hydraulic cavities confining pressure loading system is arranged among loading device fixing piece, vertical load loading system and horizontal loading load
System is used for and horizontal direction vertical to test pile 101 and carries out load load.Preferably, two rows of fixed counter-force anchors 208 are set respectively
At the coboundary 104 at testing research pile body position 103 and lower boundary 105.
Hydraulic cavities confining pressure loading system tight enclosure is in the outside of test pile 101, as shown in Figure 5 by hydraulic endometrial cavity
211, stressed hydraulic cavities 210 are applied and hydraulic cavities outer membrane 209 forms, wherein the hydraulic abutting of endometrial cavity 211 is filled in pile body mud
The soil body in 203 outside of pile body mudcake outer profile of skin.Hydraulic cavities confining pressure loading system is by connection pressure volume controller (in figure
To draw), can with high precision, the load of wide range is hydraulic, to provide large range of confining pressure experimental condition to pile-soil interface,
And the size variation of liquid volume is measured simultaneously, to achieve the purpose that the volume change of measuring study object.
Vertical load loading system, by more (this reality as shown in Fig. 4 (it selects the section 2-2 and the section 3-3 of Fig. 3)
Preferably 32 are applied in example, and every 8 are one group) it is high-intensitive flexible axle power bar 401, multiple (preferably 32, every 8 in the present embodiment
It is one group) axle power loading unit 403 and vertical uniform load q plate 405 form, and the every high intensity axle power bar that stretches installs 1 axle power
Loading unit, one end of the scalable axle power bar of every high intensity are linked together by consolidating fulcrum 402, and the other end leads to respectively
Cross can temporary consolidation fulcrum 404 be fixed on vertical uniform load q plate 405 and controlled by axle power loading unit 403, each can be interim
Vertical displacement of the vertical displacement meter 406 for vertical uniform load q plate is all arranged on consolidation fulcrum 404 can be monitored in real time,
Vertical load system of the invention, which can will be further applied load, uniformly acts on vertical load by high-intensitive scalable axle power bar
Action plate 405 can achieve the purpose of vertical load load and pile body vertical displacement measurement, in conjunction with displacement meter 406 so as to survey
The vertical side friction of pile body and vertical deformation are obtained, the changing rule of the analysis vertical collateral resistance of pile body is advantageously used for, adapts to be used for
Pile foundation engineering design and construction.
Horizontal loading loading system, including two ball hinged supports 311, retractable curved axle power bar 309, oil pressure pump and deformation
Graduated scale 315, the both ends of retractable curved axle power bar 309 pass through a ball hinged support 311 respectively and uniformly pass horizontal loading
It is handed on sealing plate, and then loads on pile-soil interface sample to provide horizontal lateral shear stress.Specifically oil pressure pump (is in figure
Draw) required axle power, retractable curved axle power are provided to retractable curved axle power bar 309 by connection oil pressure pump interface 310
Horizontal loading can be uniformly transferred to sealing plate by two ball hinged supports 311 by bar 309, and then load on pile-soil interface
Sample, the lateral shear stress of level needed for test is provided, to realize the measurement test of horizontal collateral resistance.Meanwhile it is scalable curved
There is deformation graduated scale 315 on crankshaft power bar 309, the deformation and body that subjects can be monitored in real time become, to reach test requirements document
Measure the purpose of horizontal collateral resistance and horizontal distortion.
It is another object of the present invention to provide a kind of test method of live pile body Two-way side resistance test device, packets
Include following steps:
Step 1, test stake body are excavated:
According to test stake body position, the soil around test pile is vertically excavated to the testing research pile body portion of quasi- test
The lower boundary 105 of position 103, it is then horizontal to cut the earth, it digs at 0.5 meter of stake week outer；Wherein, the test pile design of test pile
Stake shape 201 is the column shape of rule, and since the factors such as construction influence, the practical pile stake shape 202 of test pile is that have the bumps of fluctuating
Curve, pile body mudcake and pile body mudcake outer profile 203 are unevenly distributed, but uneven range is far smaller than 0.5 meter, therefore digs
To can guarantee in subsequent installation load testing machine apart from 0.5 meter of pile concrete while comprising three kinds of substance pile body coagulations
Soil, pile body mudcake, soil, to meet the test requirements document and purpose of measurement lateral frictional force.
Step 2 installs loading device fixing piece；
Detailed process is: by the fixed counter-force anchor 208 of two rows, every row 8 was fixed on testing research stake rotating around pile body one week
The coboundary 104 of body part 103 and lower boundary 105 squeeze into fixed counter-force anchor 208 in pile concrete 314, and every row is fixed anti-
Power anchor 208 keeps in the same plane, using vertical uniform load q between the adjacent fixation counter-force anchor 208 at coboundary 104
Plate 405 connects；It is connected between adjacent fixation counter-force anchor 208 with hydraulic cavities seal base 212 at lower boundary 105, coboundary 105
One group of fixed counter-force anchor 208 is symmetrically reserved with lower boundary 105 to empty to install horizontal loading loading system,.
Step 3 is successively installed and is assembled hydraulic cavities confining pressure loading system, horizontal loading loading system and vertical load and adds
Loading system；
Detailed process is:
Hydraulic cavities confining pressure loading system is installed, is that one circle of soil is close to around pile body in fixed 208 middle position of counter-force anchor
Hydraulic endometrial cavity 211 is close to hydraulic endometrial cavity 211 and vertical uniform load q plate 405, hydraulic cavities seal base 212 and hydraulic cavities
Outer membrane 209 surrounds the hydraulic cavities device of sealing, by the hydraulic cavities device being sealed to around institute's pile body cylindrical body one week, passes through pressure
Fixing fabric structure instrument connector 308 connects pressure volume controller；
Horizontal loading loading system is installed, is in the every a pair of row up and down for emptying the one group of fixed counter-force anchor 208 reserved
It is connected between fixed counter-force anchor 208 with sealing plate, horizontal loading loading device is installed between two sealing plates；In a pre-installation, first
The both ends of retractable curved axle power bar 309 are passed through to the input terminal installation connection an of ball hinged support 311 respectively, then by flexural pivot branch
The output end of seat 311 is fixedly attached to sealing plate, so that horizontal loading is uniformly transferred on sealing plate, and then loads on stake
Soil contact face sample is to provide horizontal lateral shear stress.
Vertical load loading system is installed, it is contemplated that the symmetry of test structure, symmetrically arranged high-intensitive flexible axle power
Bar 401, every high intensity, which is stretched, is fitted with 1 axle power loading unit 403 on axle power bar 401, and the other end passes through respectively can
Temporary consolidation fulcrum 404 is fixed on vertical uniform load q plate 405 to be controlled by axle power loading unit 403.Vertical load system can
Vertical uniform load q plate is uniformly acted on by high-intensitive scalable axle power bar will be further applied load, it each can temporary consolidation branch
The vertical displacement that a vertical displacement meter 406 is all arranged on point 404 for vertical uniform load q plate can be monitored in real time.To sum up,
Vertical load load test system can achieve the purpose of vertical load load and pile body vertical displacement measurement, so as to measure stake
The vertical side friction of body and vertical deformation, for analyzing the changing rule of the vertical collateral resistance of pile body, service pile foundation engineering design
And construction.
Step 4 carries out test adjustment, test, until completing.
In the detection method of the invention sent out as shown in Figure 1, the lateral frictional force under certain depth is mainly by two kinds of collateral resistances
Composition, one is the vertical collateral resistance of pile body along stake length direction, another kind is horizontal along the circular pile body of stake perimeter tangential direction
Collateral resistance.Wherein, the vertical collateral resistance of pile body is responsible for providing vertical drag, and upper load transmitting and the sedimentation of high building structure are controlled
It makes all related with the vertical collateral resistance of pile body；The horizontal collateral resistance of pile body is responsible for providing horizontal resist forces, such as pattern foundation pit supporting structure, side slope be steady
Fixed, the stabilization etc. of offshore platform foundation is all determined by lateral frictional force.
In conclusion the embodiment of the present invention has the effect that
(1) the device of the invention can also both be realized existing with the vertical collateral resistance of pile body with the horizontal collateral resistance of pile body
The experimental test of field pile side resistance overcomes the indirect of traditional situ loading method and calculates the mistake for deriving lateral frictional force
The untrue test result of difference and laboratory configuration pile-soil interface sample.
(2) hydraulic cavities confining pressure loading system uses hydraulic cavities and inside and outside two film construction is loaded, by pressure volume control
Wide range, highly sensitive load loading environment may be implemented in the hydraulic cavities of instrument control processed, meanwhile, membrane structure can achieve uniformly
Load transmit purpose so that confining pressure load uniformly, accurately, science, rationally.In addition, the volume change of hydraulic cavities measures
The volume change of available test object, therefore the volume change of available pile-soil interface sample during the experiment.
(3) method that horizontal loading loading system uses that oil pressure pump controls retractable curved axle power bar in the present invention applies
Horizontal loading, such method equally have the advantages of wide range load, portable construction.It, can be with meanwhile using two ball hinged supports
Uniform transmitting load, so that sample stress is more reasonable compared to conventional method.It, can be real-time due to joined deformation graduated scale
Measure horizontal distortion.
(4) vertical load loading system uses the scalable axle power bar of more high intensity and loads simultaneously, is loaded by axle power
The method that unit controls axle power size respectively can achieve and apply micro- vertical axle power incremental step, fine adjustment vertical load in real time
Purpose, meanwhile, multiple displacement meters can be monitored in real time Vertical Settlement, the degree that the vertical collateral resistance of reflection stake plays.
(5) effect of the invention is that the apparatus structure is simple, easy to use, is easily portable, reusable, is not had to practical
Test pile, cost is few, and expense is low, and efficiency-cost ratio is high, can actual loading deformation condition of the ground foundation simulation soil under foundation pile effect, can be
Stake resistance relevant parameter is provided before Pile integrity construction, and assists providing the parameters such as modulus of shearing, the compression modulus of foundation soil.
The aforementioned description to specific exemplary embodiment of the invention is in order to illustrate and illustration purpose.These descriptions
It is not wishing to limit the invention to disclosed precise forms, and it will be apparent that according to the above instruction, can much be changed
And variation.The purpose of selecting and describing the exemplary embodiment is that explaining specific principle of the invention and its actually answering
With so that those skilled in the art can be realized and utilize a variety of different exemplary implementation schemes of the invention and
Various chooses and changes.The scope of the present invention is intended to be limited by claims and its equivalents.
Claims (9)
1. a kind of scene pile body Two-way side resistance test device characterized by comprising test pile (101) and loading device；Institute
Loading device setting is stated on the outside of the test pile (101), wherein
The test pile (101), by test pile setting stake shape (201), the practical pile stake shape (202) of test pile and pile body mudcake
It constitutes；At the center of the test pile (101), the test pile is real for test pile design stake shape (201) setting cylindrical
Border pile stake shape (202) is coated on the outside of test pile design stake shape (201) in concave-convex curved surface, and the pile body mudcake is uneven
The even outside for being filled in the practical pile stake shape (202) of the test pile；
The loading device is installed on the outside of test pile (101), by loading device fixing piece, hydraulic cavities confining pressure loading system,
Vertical load loading system and horizontal loading loading system composition；The loading device fixing piece is that two rows squeeze into the test
Fixation counter-force anchor (208) in stake (101), the hydraulic cavities confining pressure loading system are arranged in the loading device fixing piece
Between, the vertical load loading system and the horizontal loading loading system are used for and level vertical to the test pile (101)
Direction carries out load load.
2. scene pile body Two-way side resistance test device according to claim 1, which is characterized in that two rows of fixations are anti-
Power anchor (208) is respectively placed at the coboundary (104) and lower boundary (105) at testing research pile body position (103).
3. scene pile body Two-way side resistance test device according to claim 1, which is characterized in that the hydraulic cavities confining pressure
Loading system tight enclosure by hydraulic endometrial cavity (211), applies stressed hydraulic cavities in the outside of the test pile (101)
(210) it is formed with hydraulic cavities outer membrane (209), wherein the hydraulic endometrial cavity (211) is close to be filled in the stake of the pile body mudcake
The soil body on the outside of body mudcake outer profile (203).
4. scene pile body Two-way side resistance test device according to claim 1, which is characterized in that the vertical load adds
Loading system, by more high intensity flexible axle power bar (401), multiple axle power loading units (403) and vertical uniform load q plate
(405) it forms, the every high-intensitive flexible axle power bar installs 1 axle power loading unit, and the every high intensity can stretch
One end of contracting axle power bar is linked together by consolidating fulcrum (402), and the other end passes through respectively can temporary consolidation fulcrum (404)
Be fixed on the vertical uniform load q plate (405) and controlled by the axle power loading unit (403), it is each described can temporary consolidation
The vertical displacement that a vertical displacement meter (406) is all arranged on fulcrum (404) for vertical uniform load q plate can be monitored in real time.
5. scene pile body Two-way side resistance test device according to claim 1, which is characterized in that the horizontal loading adds
Loading system, including two ball hinged supports (311), retractable curved axle power bar (309), oil pressure pump and deformation graduated scale (315), institute
The both ends for stating retractable curved axle power bar (309) pass through the ball hinged support (311) respectively and uniformly pass horizontal loading
It is handed on sealing plate, and then loads on pile-soil interface sample to provide horizontal lateral shear stress.
6. the test method of scene pile body Two-way side resistance test device according to claim 1, which is characterized in that including
Following steps:
Step 1, test stake body are excavated:
According to test stake body position, the soil around test pile is vertically excavated to the testing research pile body position of quasi- test
(103) lower boundary (105), it is then horizontal to cut the earth, it digs at 0.5 meter of stake week outer；Wherein, the test pile of test pile is set
Meter stake shape (201) is the column shape of rule, and since the factors such as construction influence, the practical pile stake shape (202) of test pile is that have fluctuating
Concave-convex curve, pile body mudcake and pile body mudcake outer profile (203) are unevenly distributed；
Step 2 installs loading device fixing piece；
Hydraulic cavities confining pressure loading system, horizontal loading loading system and vertical load load system are successively installed and assemble to step 3
System；
Step 4 carries out test adjustment, test, until completing.
7. the test method of scene pile body Two-way side resistance test device according to claim 6, which is characterized in that it is walked
Rapid two installation loading device fixing piece is that two rows are fixed counter-force anchor (208), and every row 8 was fixed on rotating around pile body one week
Fixed counter-force anchor (208) are squeezed into pile body coagulation by the coboundary (104) of testing research pile body part (103) and lower boundary (105)
In native (314), every row fixed counter-force anchor (208) is kept in the same plane, the adjacent fixation counter-force at coboundary (104)
It is connected between anchor (208) with vertical uniform load q plate (405)；It is used between adjacent fixation counter-force anchor (208) at lower boundary (105)
Hydraulic cavities seal base (212) connection, coboundary (105) and lower boundary (105) symmetrically reserve one group of fixed counter-force anchor (208) and set
Sky is to install horizontal loading loading system.
8. the test method of scene pile body Two-way side resistance test device according to claim 6, which is characterized in that step
Hydraulic cavities confining pressure loading system is installed in four, is that one circle of soil is close to liquid around pile body in fixed counter-force anchor (208) middle position
Press endometrial cavity (211), be close to hydraulic endometrial cavity (211) and vertical uniform load q plate (405), hydraulic cavities seal base (212) and
Hydraulic cavities outer membrane (209) surrounds the hydraulic cavities device of sealing, by the hydraulic cavities device being sealed to around institute's pile body cylindrical body one week,
Pressure volume controller is connected by pressure volume controller connector (308).
9. the test method of scene pile body Two-way side resistance test device according to claim 6, which is characterized in that step
Installation horizontal loading loading system in four is consolidating in the every a pair of row up and down for emptying the one group of fixed counter-force anchor (208) reserved
Determine to be connected between counter-force anchor (208) with sealing plate, horizontal loading loading device is installed between two sealing plates.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113237773A (en) * | 2021-05-25 | 2021-08-10 | 聊城大学 | Mechanical test device and method for simulating pile end resistance and neutral point change |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1057630A1 (en) * | 1980-02-06 | 1983-11-30 | Липецкий политехнический институт | Method of testing piles under static load in soil |
| CN206740531U (en) * | 2017-06-04 | 2017-12-12 | 北京雷雨达科技有限公司 | The vertical side friction test machine people of in-situ three-dimensional dead load under ground body opening |
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2019
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1057630A1 (en) * | 1980-02-06 | 1983-11-30 | Липецкий политехнический институт | Method of testing piles under static load in soil |
| CN206740531U (en) * | 2017-06-04 | 2017-12-12 | 北京雷雨达科技有限公司 | The vertical side friction test machine people of in-situ three-dimensional dead load under ground body opening |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113237773A (en) * | 2021-05-25 | 2021-08-10 | 聊城大学 | Mechanical test device and method for simulating pile end resistance and neutral point change |
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