CN106337446B - A kind of pile foundation resistance to plucking laboratory testing rig and its experimental method - Google Patents
A kind of pile foundation resistance to plucking laboratory testing rig and its experimental method Download PDFInfo
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- CN106337446B CN106337446B CN201610853864.7A CN201610853864A CN106337446B CN 106337446 B CN106337446 B CN 106337446B CN 201610853864 A CN201610853864 A CN 201610853864A CN 106337446 B CN106337446 B CN 106337446B
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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
Abstract
The invention discloses a kind of laboratory testing rig of pile foundation extraction-resistant behavior test, it includes experimental box body, foundation ditch and pile foundation system, stress loading system and the monitoring system for the parameters during determination test；The experimental box body is placed on the ground, and its solid experiment soil body, the foundation ditch is positioned in the soil layer of experimental box body with pile foundation system, and the stress loading system is connected with foundation ditch with pile foundation system by steel wire rope.The present invention can realize that excavation of foundation pit is monitored with the pile body stress characteristic in pile foundation load bearing process, strain variation, and equipment overall structure is fairly simple.Influence of the interactively, the influence, earth pressure of stake Soil Interface Characteristics on Pile plinth extraction-resistant behavior that the present invention can be used for studying pile strain and withdrawal resistance to pile foundation extraction-resistant behavior, stake footpath compare the influence of the influence of pile foundation extraction-resistant behavior, moisture content to pile foundation extraction-resistant behavior, and basis is provided for the Study on Anti-Tensile Mechanism and influence factor of furtheing investigate uplift pile.
Description
Technical field
The present invention relates to a kind of laboratory testing rig of pile foundation extraction-resistant behavior test and application method, belong to Geotechnical Engineering
Indoor test technical field, is applied particularly to pile foundation performance detection technical field.
Technical background
With the extensive development of China's urban construction, urban underground space utilization rate requires more and more higher, when underground work
When journey buried depth is shallower, under the influence of extraneous factor (strong wind, underground water), engineering structure will face floating risk.Especially
South China most area, rainfall is abundant, and long-term level of ground water is higher, and soil layer geological condition is poor, when hypogee
When deadweight and earthing weight sum can not balance buoyancy force of underground water effect, structure floating problem is following.Asked to solve this
Topic, presently most used measure is to set uplift pile.Anti-floating pile is also in uplift pile, refer to when architectural engineering underground structure part or
It is whole be less than Soil Surrounding water level when, in order to resist the stake that soil reclaimed water is set to the buoyancy that structure is produced.Therefore, in foundation ditch
The stressing conditions for swelling deformation and pile foundation at the Foundation Pit bottom caused by buoyancy are easily and accurately predicted before excavation, for
The design of the support system of the design of uplift pile arrangement of reinforcement, construction and inner support foundation ditch under the conditions of contrary sequence method, all with weight
The directive significance wanted.
The test of pile foundation extraction-resistant behavior has laboratory test and field test two ways.Field test is time-consuming longer, manpower,
Material resources cost is higher, and field test safety management requirement is strict, therefore, and compared to field test, laboratory test turns into one kind more
For easily means of testing.
The content of the invention
The technical problem to be solved in the present invention is to provide simple in construction, the efficient convenience of one kind, measure accurate uplift pile
Can indoor experimental apparatus and experimental method, it can study a pedosphere region feature, earth pressure, stake footpath ratio, moisture content etc. because
Influence of the element to pile foundation extraction-resistant behavior.
In order to solve the above-mentioned technical problem, the technical solution adopted in the present invention is：A kind of pile foundation extraction-resistant behavior test
Laboratory testing rig, its key technology is：It includes experimental box body, foundation ditch and pile foundation system, stress loading system and use
The monitoring system of parameters during determination test；The experimental box body is placed on the ground, its solid experiment
The soil body, the foundation ditch is positioned in the soil layer of experimental box body with pile foundation system, the stress loading system and foundation ditch and pile foundation system
System is connected by steel wire rope；
The experimental box body main body is frame structure, and top, the bottom of the experimental box body side are respectively perpendicular setting and led
Discharge orifice, sets at the pod apertures and sets water level displaying tube between connection valve, lower upper connection valve；
The foundation ditch includes inside with pile foundation system can place foundation ditch groove and the simulation stake of sandy soil, and the foundation ditch groove top is
Cubic shaped, its upper opening, side, bottom surface are welded by steel plate；The top of four side steel plates of foundation ditch groove is set
4 connecting holes are put, connecting hole is used for the connection for realizing system for pit and stress loading system, the bottom surface welding spiral shell of the foundation ditch groove
Bolt, the simulation stake is the nut of hollow steel pipe, simulation stake top end interior welds and bolt matching, the pars intermedia of the simulation stake
Position is provided for pasting the microchannels of strain sensing unit；
The stress loading system includes support frame, fixed pulley, steel wire rope, stress loading disk and counterweight composition, the branch
Support includes vertical support steel beam, horizontal support girder steel and inclined shore girder steel, and the vertical support steel beam connects with experimental box body
Connect, the horizontal support girder steel is welded and fixed with vertical support steel beam, vertical supporting steel is welded in described inclined shore girder steel one end
Fixed pulley, one end linker of the steel wire rope are provided with above beam, one end weld horizontal support steel beam, the horizontal support girder steel
Pit, the other end is connected by two fixed pulleys with stress loading disk, and the stress loading disk is used to place experiment weights；
The monitoring system includes soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement sensing list
Member, data wire and data collecting system, the soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement are passed
Sense unit is connected with data collecting system respectively, and the soil pressure sensing unit is embedded in simulation stake surrounding soil, the water
Pressure sensitive unit is embedded in the soil body of foundation ditch trench bottom, and the strain sensing unit is pasted in the micro- of simulation stake middle part
In type groove, the displacement sensing unit is fixed on four angles on foundation ditch groove top.
It is preferred that, the experimental box body includes rigid frame, safety glass, water level displaying tube, connection valve, cushion pad
Piece and geotextile, the rigid frame are welded by certain thickness cylindrical steel, and sphere of movements for the elephants shape cloth is presented on bottom surface
Put, " day " word row arrangement is presented four sides；The contact position arrangement buffering spacer of the rigid frame and safety glass, institute
Pod apertures are stated positioned at the upper and lower part of the safety glass of side, the safety glass is with connecting valve, connection valve and water level
Sealing ring is set between display tube, and utilizes resin glue reality sealing.In connection valve internal, geotextile is set.
It is preferred that, the surface of the simulation stake could be arranged to smooth surface or thread surface.
It is preferred that, the concrete structure of the stress loading system is：The vertical support steel beam sets four, every support altogether
The bottom of girder steel is welded with the cylindrical steel of the rigid frame corner of experimental box body respectively, and top is welded with horizontal support girder steel
Connect, vertical support steel beam is used for the stress load for supporting top；The horizontal support girder steel sets the six roots of sensation altogether, and " mesh " font point is presented
Cloth feature, wherein two horizontal support girder steels are parallel with stress loading direction, four horizontal support girder steels and stress loading direction
Tangent, horizontal support girder steel is welded and fixed with vertical support steel beam；Vertical support steel beam is welded in described inclined shore girder steel one end,
Other end weld horizontal support steel beam；The center of gravity of second tangential horizontal support girder steel is located at the central upper of foundation ditch groove, the 4th
The center of gravity of the tangential horizontal support girder steel of root is located at the central upper of stress loading disk, in second tangential horizontal support girder steel and the
Fixed pulley is laid in the centre position of four horizontal support girder steels respectively, is fixed between fixed pulley and girder steel using Type of Welding.
The experimental method of the laboratory testing rig of above-described pile foundation extraction-resistant behavior test, it comprises the steps：
（1）According to known formation information, soil is weighed, paves, be compacted inside experimental box body 1, a kind of simulation is chosen
Stake, strain sensing unit is pasted on the surface of simulation stake, and using screw bolt and nut, foundation ditch groove is connected with simulation both stakes,
Specified altitude assignment buries foundation ditch groove, simulation stake, soil pressure sensing unit, water pressure sensing unit, in the upper end fixed bit of foundation ditch groove
Sensing unit is moved, using data wire by soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement sensing list
Member is connected to data collecting system, collection soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement sensing
After unit information, test requirements document condition to be achieved, preparation starts experiment；
（2）The progressively experiment soil body in excavation pit groove, the reduction of upper load will cause foundation ditch groove and simulation stake
Deformation and displacement, utilize strain sensing unit, displacement sensing unit Deformation Monitoring and displacement information；
（3）After the completion of experiment soil excavation in foundation ditch groove, start to place counterweight in stress loading disk, now, pulling force leads to
Cross fixed pulley and steel wire rope, conduction to foundation ditch groove；The quality of counterweight is stepped up, the weight and loading procedure of weights, base is recorded
Pit and simulation stake will be produced in the presence of pulling force and shifted up, and will eventually be pulled out；
（4）Soil pressure sensing unit, water pressure sensing unit, the strain sensing list gather, arranged in this experimentation
Member, displacement sensing unit, loading counterbalance mass information, draw excavation of foundation pit and the foundation ditch groove in external force loading procedure and simulation stake
Deformation and displacement characteristic；Arrange foundation ditch and bear external force load and uplift displacement relationship characteristic, draw stress-displacement of uplift pile
Curve；
（5）After the completion of experiment, loading counterweight is removed, stress loading system is unloaded, and by foundation ditch and pile foundation system from soil layer
It is middle to remove, then the soil body in the inside of experimental box body 1 is cleaned out, in case next time, experiment was used；
（6）Repeat the above steps 1~5, the simulation stake of replacing different roughness, it is possible to draw another surface roughness
The stress-displacement curve of uplift pile, contrasts the stress-displacement curve of different surface roughness uplift pile, it is possible to which analysis is drawn
Influence of the pile body roughness to extraction-resistant behavior.
It is using the beneficial effect produced by above-mentioned technical proposal：The present invention can realize that excavation of foundation pit is held with pile foundation
Pile body stress characteristic, strain variation monitoring during load, equipment overall structure are fairly simple.In process of the test, the present invention can
With parameter attributes such as monitoring test soil pressure, water pressure, the displacement of foundation ditch floating, uplift load size, pile body displacements；The present invention can
For research pile strain and interactively, the influence of stake Soil Interface Characteristics on Pile plinth extraction-resistant behavior, the soil layer of withdrawal resistance
Influence of the pressure to pile foundation extraction-resistant behavior, stake footpath compare the influence of pile foundation extraction-resistant behavior, moisture content to pile foundation resistance to plucking
The influence of energy, basis is provided for the Study on Anti-Tensile Mechanism and influence factor of further investigation uplift pile.
Brief description of the drawings
Fig. 1 is a kind of pile foundation resistance to plucking laboratory testing rig schematic diagram;
Fig. 2 is the schematic diagram that buffering spacer is set between safety glass and rigid frame；
Fig. 3 is a kind of foundation ditch and pile foundation system structure diagram;
Fig. 4 is the schematic view of the mounting position of strain sensing unit；
Fig. 5 is to pull out load-deformation curve in uplift pile in certain process of the test;
Fig. 6 is to pull out load-deformation curve in uplift pile under different moisture content state；
Wherein, experimental box body 1；Rigid frame 1-1；Safety glass 1-2；Water level displaying tube 1-3；Connect valve 1-4；Sealing
Enclose 1-5, buffering spacer 1-6；Foundation ditch and pile foundation system 2；By foundation ditch groove 2-1；Simulate stake 2-2；Bolt 2-3；Nut 2-4；Stress
Loading system 3；It is by supporting steel frame 3-1；Fixed pulley 3-2；Steel wire rope 3-3；Stress loading disk 3-4；Counterweight 3-5；Monitoring system
4；Soil pressure sensing unit 4-1；Water pressure sensing unit 4-2；Strain sensing unit 4-3；Displacement sensing unit 4-4.
Embodiment
The present invention is further detailed with reference to the accompanying drawings and detailed description.
Referring to accompanying drawing 1- accompanying drawings 4, the present embodiment include experimental box body 1, foundation ditch and pile foundation system 2, stress loading system 3 and
4 four parts of monitoring system.Experimental box body 1 is placed on ground, the solid experiment soil body.Foundation ditch and pile foundation system 2 and stress
Loading system 3 is connected by load transfer device, and foundation ditch is positioned in the soil layer of experimental box body 1 with pile foundation system 2.
Part I is experimental box body 1, and it is by rigid frame 1-1, safety glass 1-2, water level displaying tube 1-3, communicating valve
Door 1-4, sealing ring 1-5 compositions, buffering spacer 1-6, geotextile 1-7 composition.Rigid frame 1-1 is by certain thickness cylindrical steel
Pipe is welded, and sphere of movements for the elephants shape arrangement is presented on bottom surface, and " day " word row arrangement is presented four sides, can be experimental box body
The safety glass cavity of bottom surface and side provides protection.Safety glass 1-2 thickness is more than 15mm, and with enough rigidity.Bottom
The safety glass in face（One piece）With the safety glass of four sides（Four pieces）Between bonded with resin glue, to realize experimental box body
Seal, safety glass selects water white transparency material, to be easy to observe the internal soil body and water level information.Rigid frame 1-1 and steel
Change glass 1-2 contact position arrangement buffering spacer 1-6, to realize the good contact of the two, and guarantor is provided for safety glass 1-2
Shield.In side, the top of safety glass, lower vertical set pod apertures, and connection valve 1-4, lower upper connection are set at pod apertures
Water level displaying tube 1-3 is set between valve 1-4, and safety glass 1-2 is with connecting valve 1-4, connection valve 1-4 and water level displaying tube
Sealing ring 1-5 is set between 1-3, and utilizes resin glue reality sealing.Geotextile 1-7 is set inside connection valve 1-4, with
Prevent sandy soil from entering, block water level displaying tube 1-3.
Part II foundation ditch and pile foundation system 2, by foundation ditch groove 2-1, simulation stake 2-2, bolt 2-3, nut 2-4, connecting hole
2-5 is constituted.Cube body characteristicses are presented in foundation ditch groove 2-1 tops, and upper opening, side, bottom surface are welded by steel plate, with certain
Rigidity.Foundation ditch groove 2-1 inside can place sandy soil, to imitate influence of the excavation to uplift pile of underground engineering.Four sides
The top of steel plate sets 4 connecting hole 2-5, the connection for realizing system for pit and stress loading system.The bottom surface of foundation ditch groove
Array features are presented in weld bolt 2-3, bolt 2-3 arrangement, the connection for realizing foundation ditch groove and simulation stake 2-2.Simulate stake 2-2
For hollow steel pipe, its length can be set according to test requirements document.Simulation stake 2-2 surface could be arranged to smooth surface or spiral shell
Line surface, to study influence of the different roughness to pile body extraction-resistant behavior.In simulation stake 2-2 top interior welds nut 2-4,
Connection for realizing foundation ditch groove 2-1 and simulation stake 2-2, sets microchannels, for pasting in simulation stake 2-2 middle part
Strain sensing unit.During experiment, simulation stake 2-2 and foundation ditch groove 2-1 connection is realized by bolt 2-3, nut 2-4 connection.
Part III is stress loading system 3.It is by vertical support steel beam 3-1, horizontal support girder steel 3-2 and inclined shore
Girder steel 3-3, fixed pulley 3-4, steel wire rope 3-5, stress loading disk 3-6 and counterweight 3-7 compositions.Vertical support steel beam 3-1 has four
Root, the bottom of every support steel beam is welded with the cylindrical steel of the rigid frame 1-1 corners of experimental box body 1 respectively, top with
Horizontal support girder steel 3-2 is welded, and vertical support steel beam 3-1 is used for the stress load for supporting top.Horizontal support girder steel 3-2 has
The six roots of sensation, is presented " mesh " font distribution characteristics, wherein two horizontal support girder steel 3-2 are parallel with stress loading direction, four levels
Support steel beam 3-2 and stress loading direction are tangent, and horizontal support girder steel 3-2 is welded and fixed with vertical support steel beam 3-1.Tilt branch
Support girder steel 3-3 one end and weld vertical support steel beam 3-1, one end weld horizontal support steel beam 3-2, it is ensured that stress loading system it is whole
Body stability.The center of gravity of second tangential horizontal support girder steel is located at rigid frame 1-1 central upper, the 4th tangential level
Support steel beam 3-2 center of gravity is located at stress loading disk 3-6 central upper.In second tangential horizontal support girder steel 3-2 and
Fixed pulley 3-4 is laid in four horizontal support girder steel 3-2 centre position respectively, between fixed pulley 3-4 and horizontal support girder steel 3-2
Fixed using Type of Welding.Steel wire rope 3-5 one end connection foundation ditch and the foundation ditch groove 2-1 in pile foundation system 2 is fixed sliding by two
Wheel 3-4 is connected with stress loading disk 3-6, and stress loading disk 3-6 is used to place experiment weights 3-7.When stress loading disk 3-6 tops
When placing counterweight 3-7, external stress will be delivered to by steel wire rope 3-5 in foundation ditch and pile foundation system 2, so as to foundation ditch and pile foundation
System 2 produces uplift force.
Part IV is monitoring system 4.It is by soil pressure sensing unit 4-1, water pressure sensing unit 4-2, strain sensing
Unit 4-3, displacement sensing unit 4-4, data wire, data collecting system composition.Wherein, soil pressure sensing unit 4-1, water pressure
Sensing unit 4-2, strain sensing unit 4-3, displacement sensing unit 4-4 are connected with data collecting system respectively, for determining examination
Parameters during testing.Soil pressure sensing unit 4-1 is embedded in simulation stake 2-2 surrounding soils, is connected by data wire
To data collecting system, for the soil pressure change during monitoring test.Water pressure sensing 4-2 units are embedded in foundation ditch groove 2-
In the soil body of 1 bottom, data collecting system is connected to by data wire, born for the foundation ditch groove 2-1 during monitoring test
Water pressure situation.Strain sensing unit 4-3 is pasted in the microchannels of simulation stake 2-2 middle parts, is connected by data wire
Data collecting system is connected to, for monitoring the simulation stake 2-2 deformations during uplift test.Displacement sensing unit 4-4 consolidates
Be scheduled on four angles on foundation ditch groove 2-1 tops, data collecting system be connected to by data wire, for monitoring uplift test during
Foundation ditch groove 2-1 uplift displacement.Data collecting system can gather soil pressure in whole process of the test, water pressure, simulation stake
The information such as strain, foundation ditch groove displacement.Data collecting system can use static stress and deformation tester DH1838（Jiangsu East China is surveyed
Try the production of technical concern Co., Ltd）, other kinds of product can be also used certainly, meet use requirement.
Using the influence of present apparatus test pile-Soil Interface Characteristics on Pile extraction-resistant behavior, its experimental procedure is as follows：
（1）According to known formation information, soil is weighed, paves, be compacted inside experimental box body 1.Choose a kind of simulation
Stake 2-2, strain sensing unit 4-3 is pasted on simulation stake 2-2 surface, using bolt 2-3 and nut 2-4, by foundation ditch groove 2-1 and
Both stake 2-2 are simulated to be connected.Foundation ditch groove 2-1, simulation stake 2-2, soil pressure sensing unit 4-1, water pressure are buried in specified altitude assignment
Sensing unit 4-2, in foundation ditch groove 2-1 upper end fixed displacement sensing unit 4-4.Using data wire, by soil pressure sensing unit
4-1, water pressure sensing unit 4-2, strain sensing unit 4-3, displacement sensing unit 4-4 are connected to data collecting system.Xiang Shi
The injection design water of tryoff body 1, collection soil pressure sensing unit 4-1, water pressure sensing unit 4-2, strain sensing unit 4-3,
Displacement sensing unit 4-4 information, preparation starts experiment.
（2）The top of experimental box body 1 slowly, equably artificial rainmaking, water penetrate into the soil body after, water pressure sensing unit
4-2 will perceive the water pressure change of inside soil body, when the internal water pressure of experimental box body 1 reaches design load, stop precipitation；It is accurate
It is standby to start experiment.
（3）The progressively experiment soil body in excavation pit groove 2-1, the reduction of upper load and the water of foundation ditch groove 2-1 bottom surfaces are floating
Power is acted on, it will is caused foundation ditch groove 2-1 and simulation stake 2-2 deformation and displacement, is utilized strain sensing unit 4-3, displacement sensing
Unit 4-4 Deformation Monitorings and displacement information.
（4）After the completion of experiment soil excavation in foundation ditch groove 2-1, start to place counterweight 3-7 in stress loading disk 3-6, this
When, pulling force passes through fixed pulley 3-4 and steel wire rope 3-5, conduction to foundation ditch groove 2-1；It is stepped up counterweight 3-7 quality, writing-method
Code 3-7 weight and loading procedure, foundation ditch groove 2-1 and simulation stake 2-2 will be produced in the presence of pulling force and shifted up, most at last
It can be pulled out.
（5）The soil pressure sensing unit 4-1 that gather, arranges in this experimentation, water pressure sensing unit 4-2, strain
Sensing unit 4-3, displacement sensing unit 4-4, loading counterweight 3-7 quality informations, draw in excavation of foundation pit and external force loading procedure
Foundation ditch groove 2-1 and simulation stake 2-2 deformation and displacement characteristic.Arrange foundation ditch and bear external force load and uplift displacement relation spy
Levy, draw the stress-displacement curve of uplift pile, see accompanying drawing 5.
（6）After the completion of experiment, remove loading counterweight 3-7, unload stress loading system 3, and by foundation ditch and pile foundation system 2 from
Remove, then clean out the soil body in the inside of experimental box body 1 in soil layer, in case next time, experiment was used.
（7）Repeat the above steps 1~5, the simulation stake 2-2 of replacing different roughness, it is possible to show that another surface is thick
The stress-displacement curve of rugosity uplift pile.Contrast the stress-displacement curve of different surface roughness uplift pile, it is possible to analyze
Influence of the pile body roughness to extraction-resistant behavior is drawn, Fig. 6 is seen.
Claims (5)
1. a kind of laboratory testing rig of pile foundation extraction-resistant behavior test, it is characterised in that：It includes experimental box body（1）, foundation ditch
With pile foundation system（2）, stress loading system（3）With the monitoring system for the parameters during determination test（4）；It is described
Experimental box body（1）Place on the ground, its solid experiment soil body, the foundation ditch and pile foundation system（2）It is positioned over experimental box
Body（1）Soil layer in, the stress loading system（3）With foundation ditch and pile foundation system（2）It is connected by steel wire rope；
The experimental box body（1）Main body is frame structure, the experimental box body（1）Top, the bottom of side are respectively perpendicular setting
Pod apertures, set connection valve at the pod apertures（1-4）, upper and lower connection valve（1-4）Between water level displaying tube is set
（1-3）；
The foundation ditch and pile foundation system（2）The foundation ditch groove of sandy soil can be placed including inside（2-1）With simulation stake（2-2）, the base
Pit（2-1）Top is cubic shaped, its upper opening, and side, bottom surface are welded by steel plate；The foundation ditch groove（2-1）
The top of four side steel plates sets 4 connecting holes for being used to realize the connection of system for pit and stress loading system（2-5）, institute
State foundation ditch groove（2-1）Bottom surface weld bolt（2-3）, the simulation stake（2-2）For hollow steel pipe, stake is simulated（2-2）In top
Weld and bolt in portion（2-3）Supporting nut（2-4）, the simulation stake（2-2）Middle part be provided for pasting strain and pass
Feel the microchannels of unit；
The stress loading system（3）Including support frame（3-1）, fixed pulley（3-2）, steel wire rope（3-3）, stress loading disk（3-
4）And counterweight（3-5）, support frame as described above（3-1）It is described including vertical support steel beam, horizontal support girder steel and inclined shore girder steel
Vertical support steel beam and experimental box body（1）Connection, the horizontal support girder steel is welded and fixed with vertical support steel beam, described to tilt
Weld above vertical support steel beam, one end weld horizontal support steel beam, the horizontal support girder steel provided with fixed support steel beam one end
Pulley（3-2）, the steel wire rope（3-3）One end linker pit（2-1）, the other end passes through two fixed pulleys（3-2）With answering
Power loading disc（3-4）It is connected, the stress loading disk（3-4）For placing experiment counterweight（3-5）；
The monitoring system（4）Including soil pressure sensing unit（4-1）, water pressure sensing unit（4-2）, strain sensing unit
（4-3）, displacement sensing unit（4-4）, data wire and data collecting system, the soil pressure sensing unit（4-1）, water pressure pass
Sense unit (4-2), strain sensing unit (4-3), displacement sensing unit (4-4) are connected with data collecting system respectively, the soil
Pressure sensitive unit (4-1) is embedded in simulation stake（2-2）In surrounding soil, the water pressure sensing unit（4-2）It is embedded in base
Pit（2-1）In the soil body of bottom, the strain sensing unit（4-3）Paste in simulation stake（2-2）The miniature ditch of middle part
In groove, the displacement sensing unit（4-4）It is fixed on foundation ditch groove（2-1）Four angles on top.
2. the laboratory testing rig of pile foundation extraction-resistant behavior test according to claim 1, it is characterised in that：The experiment
Casing（1）Including rigid frame（1-1）, safety glass（1-2）, water level displaying tube（1-3）, connection valve（1-4）, buffering spacer
（1-6）And geotextile, the rigid frame（1-1）It is welded by cylindrical steel, sphere of movements for the elephants shape cloth is presented on its bottom surface
Put, " day " word row arrangement is presented its four sides；The rigid frame（1-1）Arrange and buffer with the contact position of safety glass
Pad（1-6）, safety glass of the pod apertures positioned at side（1-2）Upper and lower part, the safety glass（1-2）With connecting
Port valve door（1-4）, connection valve（1-4）With water level displaying tube（1-3）Between sealing ring is set（1-5）, in connection valve（1-4）
Inside sets geotextile.
3. the laboratory testing rig of pile foundation extraction-resistant behavior test according to claim 1, it is characterised in that：The simulation
Stake（2-2）Surface could be arranged to smooth surface or thread surface.
4. the laboratory testing rig of pile foundation extraction-resistant behavior test according to claim 2, it is characterised in that：The stress
Loading system（3）Concrete structure be：The vertical support steel beam sets four altogether, the bottom of every vertical support steel beam respectively with
Experimental box body（1）Rigid frame（1-1）The cylindrical steel welding of corner, vertical support steel beam top and horizontal support girder steel
Welding, vertical support steel beam is used for the stress load for supporting top；The horizontal support girder steel sets the six roots of sensation altogether, and " mesh " font is presented
Distribution characteristics, wherein two horizontal support girder steels are parallel with stress loading direction, four horizontal support girder steels and stress loading side
To tangent, horizontal support girder steel is welded and fixed with vertical support steel beam；Weld vertical supporting steel in described inclined shore girder steel one end
Beam, other end weld horizontal support steel beam；The center of gravity of second tangential horizontal support girder steel is located at foundation ditch groove（2-1）Center on
Portion, the center of gravity of the 4th tangential horizontal support girder steel is located at stress loading disk（3-4）Central upper, in second tangential level
Fixed pulley is laid respectively in the centre position of support steel beam and the 4th horizontal support girder steel（3-2）, fixed pulley（3-2）With girder steel it
Between fixed using Type of Welding.
5. the experimental method of the laboratory testing rig of the pile foundation extraction-resistant behavior test described in claim 1, it is characterised in that：Its
Comprise the steps：
（1）According to known formation information, soil is weighed, in experimental box body（1）Inside paves, is compacted, and chooses a kind of simulation stake
（2-2）, in simulation stake（2-2）Surface paste strain sensing unit（4-3）, utilize bolt（2-3）And nut（2-4）, by base
Pit（2-1）With simulation stake（2-2）The two is connected, and foundation ditch groove is buried in specified altitude assignment（2-1）, simulation stake（2-2）, soil pressure pass
Feel unit（4-1）, water pressure sensing unit（4-2）, in foundation ditch groove（2-1）Upper end fixed displacement sensing unit（4-4）, utilize
Data wire is by soil pressure sensing unit（4-1）, water pressure sensing unit（4-2）, strain sensing unit（4-3）, displacement sensing list
Member（4-4）Data collecting system is connected to, soil pressure sensing unit is gathered（4-1）, water pressure sensing unit（4-2）, strain pass
Feel unit（4-3）, displacement sensing unit（4-4）After information, test requirements document condition to be achieved, preparation starts experiment；
（2）Progressively excavation pit groove（2-1）In the experiment soil body, the reduction of upper load and foundation ditch groove（2-1）The water of bottom surface is floated
Power is acted on, it will cause foundation ditch groove（2-1）With simulation stake（2-2）Deformation and displacement, utilize strain sensing unit（4-3）, position
Move sensing unit（4-4）Deformation Monitoring and displacement information；
（3）Foundation ditch groove（2-1）In experiment soil excavation after the completion of, start in stress loading disk（3-6）Place counterweight（3-7）,
Now, pulling force passes through fixed pulley（3-4）And steel wire rope（3-5）, conduction to foundation ditch groove（2-1）；It is stepped up counterweight（3-7）Matter
Amount, records counterweight（3-7）Weight and loading procedure, foundation ditch groove（2-1）With simulation stake（2-2）It will be produced in the presence of pulling force
Shift up, will eventually be pulled out；
（4）The soil pressure sensing unit for gathering, arranging in this experimentation（4-1）, water pressure sensing unit（4-2）, strain
Sensing unit（4-3）, displacement sensing unit（4-4）, loading counterweight（3-7）Quality information, show that excavation of foundation pit is loaded with external force
During foundation ditch groove（2-1）With simulation stake（2-2）Deformation and displacement characteristic；Foundation ditch is arranged to bear external force load and above pull out position
Relationship characteristic is moved, the stress-displacement curve of uplift pile is drawn；
（5）After the completion of experiment, loading counterweight is removed（3-7）, unload stress loading system（3）, and by foundation ditch and pile foundation system（2）
Removed from soil layer, then by experimental box body（1）The soil body in inside is cleaned out, in case next time, experiment was used；
（6）Repeat the above steps 1~5, the simulation stake of replacing different roughness（2-2）, it is possible to draw another rough surface
The stress-displacement curve of uplift pile is spent, the stress-displacement curve of different surface roughness uplift pile is contrasted, it is possible to analyze
Go out influence of the pile body roughness to extraction-resistant behavior.
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| CN110080317B (en) * | 2019-05-24 | 2024-03-15 | 福建工程学院 | Method for predicting pile distance and pile length of pile foundation reinforcement of bottom soil layer of foundation pit of confined water stratum |
| CN110106929A (en) * | 2019-06-03 | 2019-08-09 | 天津大学前沿技术研究院 | It is a kind of to plug stake to the model test apparatus and test method of neighbouring grouped piles influence |
| CN112227430A (en) * | 2020-09-30 | 2021-01-15 | 武汉弘泰建筑工程质量检测有限公司 | Pile foundation uplift resistance detection device and detection method thereof |
| CN114045890A (en) * | 2021-11-24 | 2022-02-15 | 浙江大学 | Test device and method for measuring ultimate bearing capacity of composite anchorage of open caisson tubular pile |
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