CN106337446A - Indoor test device for pulling resistance of pile foundation and test method of indoor test device - Google Patents
Indoor test device for pulling resistance of pile foundation and test method of indoor test device Download PDFInfo
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- CN106337446A CN106337446A CN201610853864.7A CN201610853864A CN106337446A CN 106337446 A CN106337446 A CN 106337446A CN 201610853864 A CN201610853864 A CN 201610853864A CN 106337446 A CN106337446 A CN 106337446A
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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 an indoor test device for testing the pulling resistance of a pile foundation. The indoor test device comprises a test box, a foundation pit and pile foundation system, a stress loading system and a monitoring system used for testing all parameters in the test process. The test box is placed on the ground and filled with test soil. The foundation pit and pile foundation system is arranged in the soil layer of the test box. The stress loading system is connected with the foundation pit and pile foundation system through a steel wire rope. According to the indoor test device for testing the pulling resistance of the pile foundation, monitoring of the stress characteristic and strain change of a pile body in foundation pit excavation and pile foundation bearing processes can be achieved, and the overall structure of the device is simple. The indoor test device can also be used for studying the action relation between the strain of the pile body and the pulling resistance, the influence of the interface characteristic of pile soil on the pulling resistance of the pile foundation, the influence of the pressure of the soil layer on the pulling resistance of the pile foundation, the influence of the pile diameter ratio on the pulling resistance of the pile foundation, and the influence of the moisture content on the pulling resistance of the pile foundation, and a foundation is laid for deep study on the pulling-resisting mechanism and influence factors of uplift piles.
Description
Technical field
The present invention relates to a kind of laboratory testing rig of pile foundation extraction-resistant behavior test and using 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, subsoil 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.Ask for solving this
Topic, presently most used measure is setting uplift pile.Uplift pile is also anti-floating pile, refer to when architectural engineering underground structure part or
During the whole water level less than Soil Surrounding, the stake that arranges to resist the buoyancy that in soil, water produces to structure.Therefore, in foundation ditch
The protuberance deformation at Foundation Pit bottom caused by buoyancy and the stressing conditions of pile foundation 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 has 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 are relatively costly, and field test safety management requires strictly, therefore, to compare field test, laboratory test becomes one kind more
For easily means of testing.
Content of the invention
The technical problem to be solved in the present invention is that a kind of structure of offer is simple, efficiently facilitates, measures accurate uplift pile
Can indoor experimental apparatus and experimental technique, it can study a pedosphere region feature, earth pressure, stake footpath ratio, moisture content etc. because
The impact to pile foundation extraction-resistant behavior for the element.
In order to solve 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 the parameters during determination test；Described experimental box body is placed on the ground, its solid experiment
The soil body, described foundation ditch and pile foundation system are positioned in the soil layer of experimental box body, described stress loading system and foundation ditch and pile foundation system
System is connected by steel wire rope；
Described experimental box body main body is frame structure, and the top of described experimental box body side, bottom are respectively perpendicular setting pod apertures,
Setting connection valve at described pod apertures, arranges water level displaying tube between lower upper connection valve；
Described foundation ditch and pile foundation system include foundation ditch groove and the simulation stake that sandy soil can be placed in inside, described foundation ditch groove top for cube
Shape, its upper opening, side, bottom surface are welded by steel plate；The top of described four side steel plates of foundation ditch groove arranges 4
Connecting hole, connecting hole is used for realizing system for pit and the connection of stress loading system, the bottom surface weld bolt of described foundation ditch groove, institute
Stating simulation stake is hollow steel pipe, the nut of simulation stake top end interior welds and bolt matching, and the middle part of described simulation stake sets
Put the microchannels for pasting strain sensing unit；
Described stress loading system includes bracing frame, fixed pulley, steel wire rope, stress loading disk and counterweight composition, support frame as described above
Including vertical support steel beam, horizontal support girder steel and inclined shore girder steel, described vertical support steel beam is connected with experimental box body, institute
State horizontal support girder steel to be welded and fixed with vertical support steel beam, the vertical support steel beam of described inclined shore girder steel one end welding, one
End weld horizontal support steel beam, is provided with fixed pulley above described horizontal support girder steel, one end linker pit of described steel wire rope,
The other end is connected with stress loading disk by two fixed pulleys, and described stress loading disk is used for placing experiment weights；
Described monitoring system include soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement sensing unit,
Data wire data acquisition system, described soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement sensing
Unit is connected with data collecting system respectively, and described soil pressure sensing unit is embedded in simulation stake surrounding soil, described hydraulic pressure
Power sensing unit is embedded in the soil body of foundation ditch trench bottom, and described strain sensing unit is pasted miniature in simulation stake middle part
In groove, described displacement sensing unit is fixed on four angles on foundation ditch groove top.
Preferably, described experimental box body includes rigid frame, safety glass, water level displaying tube, connection valve, cushion pad
Piece and geotextile, described rigid frame is welded by certain thickness cylindrical steel, assumes sphere of movements for the elephants shape cloth on bottom surface
Put, assume " day " word row arrangement four sides；The contact position of described rigid frame and safety glass arranges buffering spacer, institute
State the upper and lower that pod apertures are located at the safety glass of side, described safety glass with connect valve, connect valve and water level
Between display tube, sealing ring is set, and using resin glue reality sealing.In connection valve internal setting geotextile.
Preferably, the surface of described simulation stake could be arranged to smooth surface or thread surface.
Preferably, the concrete structure of described stress loading system is: described vertical support steel beam sets four altogether, every support
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 supporting the stress load on top；Described horizontal support girder steel sets the six roots of sensation altogether, assumes " mesh " font and divides
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 be located at foundation ditch groove central upper, the 4th
The center of gravity of root tangential horizontal support girder steel 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 using Type of Welding between fixed pulley and girder steel.
The experimental technique 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, pave inside experimental box body 1, be compacted, choose a kind of simulation stake,
Strain sensing unit is pasted on the surface of simulation stake, using screw bolt and nut, foundation ditch groove is connected with simulation both stakes, in specified height
The embedded foundation ditch groove of degree, simulation stake, soil pressure sensing unit, water pressure sensing unit, in the upper end fixed displacement sensing of foundation ditch groove
Soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement sensing unit are connected by unit using data wire
To data collecting system, gather soil pressure sensing unit, water pressure sensing unit, strain sensing unit, displacement sensing unit letter
Breath, after test requirements document condition to be achieved, prepares to start to test；
(2) the progressively experiment soil body in excavation pit groove, the reduction of upper load will cause foundation ditch groove and the deformation of simulation stake
And displacement, using strain sensing unit, displacement sensing unit Deformation Monitoring and displacement information；
(3) after the completion of the experiment soil excavation in foundation ditch groove, start to place counterweight in stress loading disk, now, pulling force passes through fixed
Pulley and steel wire rope, conduct to foundation ditch groove；It is stepped up the quality of counterweight, the weight of record weights and loading procedure, foundation ditch groove
To produce in the presence of pulling force with simulation stake and shift up, will eventually be pulled out；
(4) collection, the soil pressure sensing unit arranging in this experimentation, water pressure sensing unit, strain sensing unit, position
Move sensing unit, load counterbalance mass information, draw the foundation ditch groove in excavation of foundation pit and external force loading procedure and the change simulating stake
Shape and displacement characteristic；Arrange foundation ditch and bear external force load and uplift displacement relationship characteristic, show that the stress-displacement of uplift pile is bent
Line；
(5) after the completion of testing, remove loading counterweight, unload stress loading system, and foundation ditch and pile foundation system are moved from soil layer
Go out, then the soil body in experimental box body 1 inside is cleaned out, in case next time, experiment used；
(6) repeat the above steps 1～5, the simulation stake changing different roughness is it is possible to draw another kind of surface roughness resistance to plucking
The stress-displacement curve of stake, the stress-displacement curve of contrast different surface roughness uplift pile is it is possible to analysis draws pile body
The impact to extraction-resistant behavior for the roughness.
Have the beneficial effects that using produced by technique scheme: the present invention can realize excavation of foundation pit and hold with pile foundation
Pile body stress characteristic during load, strain variation monitoring, equipment overall structure is fairly simple.In process of the test, the present invention can
With parameter attributes such as monitoring test soil pressure, water pressure, foundation ditch floating displacement, uplift load size, pile body displacements；The present invention can
For the interactively of research pile strain and withdrawal resistance, the impact of stake Soil Interface Characteristics on Pile plinth extraction-resistant behavior, soil layer
The impact to pile foundation extraction-resistant behavior for the pressure, stake footpath compare the impact of pile foundation extraction-resistant behavior, moisture content to pile foundation resistance to plucking
The impact of energy, Study on Anti-Tensile Mechanism and influence factor for furtheing investigate uplift pile provide basis.
Brief description
Fig. 1 is a kind of pile foundation resistance to plucking laboratory testing rig schematic diagram;
Fig. 2 is the schematic diagram arranging buffering spacer 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；Connection valve 1-4；Sealing ring 1-
5, buffering spacer 1-6；Foundation ditch and pile foundation system 2；By foundation ditch groove 2-1；Simulation 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 sensitive unit 4-1；Water pressure sensing unit 4-2；Strain sensing unit 4-3；Displacement sensing unit 4-4.
Specific embodiment
With reference to the accompanying drawings and detailed description the present invention is further detailed.
Referring to accompanying drawing 1- accompanying drawing 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 passed through load transfer device and is connected, and foundation ditch and pile foundation system 2 are positioned in the soil layer of experimental box body 1.
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 composition, buffering spacer 1-6, geotextile 1-7 composition.Rigid frame 1-1 is by certain thickness cylindrical steel
Sealing of tube forms, and assumes sphere of movements for the elephants shape arrangement on bottom surface, assumes " day " word row arrangement 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 has enough rigidity.Bottom
Bondd with resin glue between the safety glass (one piece) in face and the safety glass (four pieces) of four sides, to realize experimental box body
Seal, water white transparency material selected by safety glass, to be easy to observe the internal soil body and water level information.Rigid frame 1-1 and steel
Change the contact position arrangement buffering spacer 1-6 of glass 1-2, to realize the good contact of the two, and provide guarantor for safety glass 1-2
Shield.Pod apertures are set in the top of side safety glass, lower vertical, setting connection valve 1-4, lower upper connection at pod apertures
Water level displaying tube 1-3 is set between valve 1-4, safety glass 1-2 with connect valve 1-4, connect valve 1-4 and water level displaying tube
Between 1-3, sealing ring 1-5 is set, and using resin glue reality sealing.Inside connection valve 1-4, geotextile 1-7 is set, 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 forms.Foundation ditch groove 2-1 top assumes cube body characteristicses, upper opening, and side, bottom surface are welded by steel plate, has certain
Rigidity.Sandy soil can be placed in the inside of foundation ditch groove 2-1, to imitate the impact excavated to uplift pile of underground engineering.Four sides
The top of steel plate arranges 4 connecting hole 2-5, for realizing the connection of system for pit and stress loading system.The bottom surface of foundation ditch groove
Weld bolt 2-3, bolt 2-3 arrangement assumes array features, for realizing the connection of foundation ditch groove and simulation stake 2-2.Simulation stake 2-2
For hollow steel pipe, its length can be arranged according to test requirements document.The surface of simulation stake 2-2 could be arranged to smooth surface or spiral shell
Stricture of vagina surface, to study the impact to pile body extraction-resistant behavior for the different roughness.In the top interior welds nut 2-4 of simulation stake 2-2,
For realizing the connection of foundation ditch groove 2-1 and simulation stake 2-2, in the middle part setting microchannels of simulation stake 2-2, it is used for pasting
Strain sensing unit.During test, by the connection connecting realization simulation stake 2-2 and foundation ditch groove 2-1 of bolt 2-3, nut 2-4.
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 composition.Vertically 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 corner of experimental box body 1 respectively, top with
Horizontal support girder steel 3-2 welds, and vertical support steel beam 3-1 is used for supporting the stress load on top.Horizontal support girder steel 3-2 has
The six roots of sensation, assumes " mesh " font distribution characteristicss, and wherein two horizontal support girder steel 3-2 are parallel with stress loading direction, four levels
Support steel beam 3-2 is tangent with stress loading direction, and horizontal support girder steel 3-2 is welded and fixed with vertical support steel beam 3-1.Tilt to prop up
Support girder steel 3-3 one end weld vertical support steel beam 3-1, one end weld horizontal support steel beam 3-2 it is ensured that stress loading system whole
Body stability.The center of gravity of second tangential horizontal support girder steel is located at the central upper of rigid frame 1-1, the 4th tangential level
The center of gravity of support steel beam 3-2 is located at the central upper of stress loading disk 3-6.In second tangential horizontal support girder steel 3-2 and
Fixed pulley 3-4 is laid in the centre position of four horizontal support girder steel 3-2 respectively, between fixed pulley 3-4 and horizontal support girder steel 3-2
Fixed using Type of Welding.One end of steel wire rope 3-5 connects the foundation ditch groove 2-1 in foundation ditch and pile foundation system 2, by two fixed cunnings
Wheel 3-4 is connected with stress loading disk 3-6, and stress loading disk 3-6 is used for placing experiment weights 3-7.When stress loading disk 3-6 top
When placing counterweight 3-7, external stress will be delivered in foundation ditch and pile foundation system 2 by steel wire rope 3-5, thus 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 measuring examination
Parameters during testing.Soil pressure sensing unit 4-1 is embedded in simulation stake 2-2 surrounding soil, is connected by data wire
To data collecting system, for the soil pressure change during monitoring test.Water pressure sensing 4-2 unit is embedded in foundation ditch groove 2-
In the soil body of 1 bottom, data collecting system is connected to by data wire, bears for the foundation ditch groove 2-1 during monitoring test
Water pressure situation.Strain sensing unit 4-3 pastes in the microchannels of simulation stake 2-2 middle part, by data wire even
It is connected to data collecting system, for monitoring the simulation stake 2-2 deformation during uplift test.Displacement sensing unit 4-4 is solid
It is scheduled on four angles on foundation ditch groove 2-1 top, data collecting system is connected to by data wire, during monitoring uplift test
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 be surveyed using static stress and deformation tester dh1838(Jiangsu East China
Examination technical concern company limited produces), other kinds of product certainly may also be employed, meet use requirement.
Apply the impact to pile foundation extraction-resistant behavior for this device to test Pile Soil interfacial characteristics, its experimental procedure is as follows:
(1) according to known formation information, soil is weighed, pave inside experimental box body 1, be compacted.Choose a kind of simulation stake 2-
2, paste strain sensing unit 4-3 on the surface of simulation stake 2-2, using bolt 2-3 and nut 2-4, by foundation ditch groove 2-1 and simulation
Stake both 2-2 are connected.Bury foundation ditch groove 2-1, simulation stake 2-2, soil pressure sensing unit 4-1, water pressure sensing in specified altitude assignment
Unit 4-2, in the upper end fixed displacement sensing unit 4-4 of foundation ditch groove 2-1.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.To experimental box
The body 1 injection design water yield, collection soil pressure sensing unit 4-1, water pressure sensing unit 4-2, strain sensing unit 4-3, displacement
Sensing unit 4-4 information, prepares to start to test.
(2) experimental box body 1 top lentamente, 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 experimental box body 1 internal water pressure reaches design load, stops precipitation；Accurate
Standby start to test.
(3) the progressively experiment soil body in excavation pit groove 2-1, the water of the reduction of upper load and foundation ditch groove 2-1 bottom surface floats
Power acts on, it will cause deformation and the displacement of foundation ditch groove 2-1 and simulation stake 2-2, using strain sensing unit 4-3, displacement sensing
Unit 4-4 Deformation Monitoring and displacement information.
(4), after the completion of the 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, conducts to foundation ditch groove 2-1；It is stepped up the quality of counterweight 3-7, writing-method
The weight of code 3-7 and loading procedure, foundation ditch groove 2-1 and simulation stake 2-2 will produce in the presence of pulling force and shift up, the most at last
Can be pulled out.
(5) collection, the soil pressure sensing unit 4-1 arranging in this experimentation, water pressure sensing unit 4-2, strain
Sensing unit 4-3, displacement sensing unit 4-4, loading counterweight 3-7 quality information, draw in excavation of foundation pit and external force loading procedure
Foundation ditch groove 2-1 and the simulation deformation of stake 2-2 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 testing, remove loading counterweight 3-7, unload stress loading system 3, and by foundation ditch and pile foundation system 2 from
Remove in soil layer, then the soil body in experimental box body 1 inside is cleaned out, in case next time, experiment used.
(7) repeat the above steps 1～5, the simulation stake 2-2 changing different roughness is it is possible to show that another kind of surface is thick
The stress-displacement curve of rugosity uplift pile.The stress-displacement curve of contrast different surface roughness uplift pile is it is possible to analyze
Draw the impact to extraction-resistant behavior for the pile body roughness, see Fig. 6.
Claims (5)
1. a kind of test of pile foundation extraction-resistant behavior laboratory testing rig it is characterised in that: it includes experimental box body (1), foundation ditch
With pile foundation system (2), stress loading system (3) and the monitoring system (4) for the parameters during determination test；Described
Experimental box body (1) is placed on the ground, its solid experiment soil body, and described foundation ditch and pile foundation system (2) are positioned over experimental box
In the soil layer of body (1), described stress loading system (3) is connected by steel wire rope with pile foundation system (2) with foundation ditch；
Described experimental box body (1) main body is frame structure, and the top of described experimental box body (1) side, bottom are respectively perpendicular setting
Pod apertures, setting connection valve (1-4) at described pod apertures, between upper and lower connection valve (1-4), water level displaying tube is set
(1-3)；
Described foundation ditch and pile foundation system (2) include the internal foundation ditch groove (2-1) that can place sandy soil and simulation stake (2-2), described base
Pit (2-1) top is cubic shaped, its upper opening, and side, bottom surface are welded by steel plate；Described foundation ditch groove (2-1)
The top of four side steel plates arranges 4 and is used for realizing the connecting hole (2-5) of the connection of system for pit and stress loading system, institute
State the bottom surface weld bolt (2-3) of foundation ditch groove (2-1), described simulation stake (2-2) is hollow steel pipe, in simulation stake (2-2) top
Portion's welding and the supporting nut (2-4) of bolt (2-3), the middle part of described simulation stake (2-2) is provided for pasting strain biography
The microchannels of sense unit；
Described stress loading system (3) includes bracing 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) includes vertical support steel beam, horizontal support girder steel and inclined shore girder steel, described
Vertically support steel beam is connected with experimental box body (1), and described horizontal support girder steel and vertical support steel beam are welded and fixed, described inclination
Vertical support steel beam, one end weld horizontal support steel beam are welded in support steel beam one end, and it is fixed to be provided with above described horizontal support girder steel
Pulley (3-2), one end linker pit (2-1) of described steel wire rope (3-3), the other end passes through two fixed pulleys (3-2) and answers
Power loading disc (3-4) is connected, and described stress loading disk (3-4) is used for placing experiment weights (3-5)；
Described monitoring system (4) includes 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 acquisition system, described 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, described soil
Pressure sensitive unit (4-1) is embedded in simulation stake (2-2) surrounding soil, and described water pressure sensing unit (4-2) is embedded in base
In the soil body of pit (2-1) bottom, described strain sensing unit (4-3) pastes the miniature ditch in simulation stake (2-2) middle part
In groove, described displacement sensing unit (4-4) is fixed on four angles on foundation ditch groove (2-1) top.
2. pile foundation extraction-resistant behavior according to claim 1 test laboratory testing rig it is characterised in that: described experiment
Casing (1) includes rigid frame (1-1), safety glass (1-2), water level displaying tube (1-3), connection valve (1-4), buffering spacer
(1-6) and geotextile, described rigid frame (1-1) is welded by cylindrical steel, assumes sphere of movements for the elephants shape cloth on its bottom surface
Put, assume " day " word row arrangement in its four sides；Described rigid frame (1-1) is buffered with the contact position arrangement of safety glass
Pad (1-6), described pod apertures are located at the upper and lower of the safety glass (1-2) of side, described safety glass (1-2) and company
Setting sealing ring (1-5) between port valve door (1-4), connection valve (1-4) and water level displaying tube (1-3), in connection valve connection
Setting geotextile inside valve (1-4).
3. pile foundation extraction-resistant behavior according to claim 1 test laboratory testing rig it is characterised in that: described simulation
The surface of stake (2-2) could be arranged to smooth surface or thread surface.
4. pile foundation extraction-resistant behavior according to claim 2 test laboratory testing rig it is characterised in that: described stress
The concrete structure of loading system (3) is: described vertical support steel beam sets four altogether, the bottom of every support steel beam respectively with experiment
The cylindrical steel welding of rigid frame (1-1) corner of casing (1), top is welded with horizontal support girder steel, vertical supporting steel
Beam is used for supporting the stress load on top；Described horizontal support girder steel sets the six roots of sensation altogether, assumes " mesh " font distribution characteristicss, and wherein two
Root horizontal support girder steel is parallel with stress loading direction, four horizontal support girder steels and stress loading direction are 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, and the other end welds water
Flat support steel beam；The center of gravity of second tangential horizontal support girder steel is located at the central upper of foundation ditch groove (2-1), the 4th tangential water
The center of gravity of flat support steel beam is located at the central upper of stress loading disk (3-4), in second tangential horizontal support girder steel and the 4th
Fixed pulley (3-2) is laid in the centre position of root horizontal support girder steel respectively, and fixed pulley (3-2) adopts Type of Welding and girder steel between
Fixing.
5. described in claim 1 pile foundation extraction-resistant behavior test laboratory testing rig experimental technique it is characterised in that: its
Comprise the steps:
(1) according to known formation information, soil is weighed, pave inside experimental box body 1, be compacted, choose a kind of simulation stake (2-
2), paste strain sensing unit (4-3) on the surface of simulation stake (2-2), using bolt (2-3) and nut (2-4), by foundation ditch groove
(2-1) the two is connected with simulation stake (2-2), buries foundation ditch groove (2-1), simulation stake (2-2), soil pressure sensing list in specified altitude assignment
First (4-1), water pressure sensing unit (4-2), in upper end fixed displacement sensing unit (4-4) of foundation ditch groove (2-1), using data
Line is by soil pressure sensing unit (4-1), water pressure sensing unit (4-2), strain sensing unit (4-3), displacement sensing unit (4-
4) it is connected to data collecting system, collection soil pressure sensing unit (4-1), water pressure sensing unit (4-2), strain sensing unit
(4-3), displacement sensing unit (4-4) information, after test requirements document condition to be achieved, prepares to start to test；
(2) the progressively experiment soil body in excavation pit groove (2-1), the water of the reduction of upper load and foundation ditch groove (2-1) bottom surface floats
Power acts on, it will cause foundation ditch groove (2-1) and deformation and the displacement of simulating stake (2-2), using strain sensing unit (4-3), position
Move sensing unit (4-4) Deformation Monitoring and displacement information；
(3), after the completion of the 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), conducts to foundation ditch groove (2-1)；It is stepped up the matter of counterweight (3-7)
Amount, the weight of record weights (3-7) and loading procedure, foundation ditch groove (2-1) and simulation stake (2-2) will produce in the presence of pulling force
Shift up, will eventually be pulled out；
(4) collection, the soil pressure sensing unit (4-1) arranging in this experimentation, 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) and simulation stake (2-2) deformation and displacement characteristic；Arrange foundation ditch to bear external force load and above pull out position
Move relationship characteristic, draw the stress-displacement curve of uplift pile；
(5), after the completion of testing, remove loading counterweight (3-7), unload stress loading system (3), and by foundation ditch and pile foundation system (2)
Remove from soil layer, then the soil body in experimental box body 1 inside is cleaned out, in case next time, experiment used；
(6) repeat the above steps 1～5, the simulation stake (2-2) changing different roughness is it is possible to draw another kind of rough surface
The stress-displacement curve of degree uplift pile, the stress-displacement curve of contrast different surface roughness uplift pile is it is possible to analyze
Go out the impact to extraction-resistant behavior for the pile body roughness.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108036998A (en) * | 2017-12-14 | 2018-05-15 | 西安航天化学动力厂 | It is a kind of to determine stress/determine strain detection testing device |
| 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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| CN104900130A (en) * | 2015-06-10 | 2015-09-09 | 浙江大学 | Foundation pit pouring demonstrator and foundation pit pouring experiment research method thereof |
| CN205242462U (en) * | 2015-11-20 | 2016-05-18 | 浙江科技学院 | Research anti -floating pile resists test device that foundation ditch suddenly gushes failure mechanisms |
| CN205576989U (en) * | 2016-05-09 | 2016-09-14 | 东华理工大学 | Comprehensive laboratory experiment stake model experiment device is pressed, pulled out |
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| EP1793046A1 (en) * | 2005-10-18 | 2007-06-06 | Jean-Marie Renovation | Connection element between a micropile and a driving means, and a testing device with such an element |
| CN104900130A (en) * | 2015-06-10 | 2015-09-09 | 浙江大学 | Foundation pit pouring demonstrator and foundation pit pouring experiment research method thereof |
| CN205242462U (en) * | 2015-11-20 | 2016-05-18 | 浙江科技学院 | Research anti -floating pile resists test device that foundation ditch suddenly gushes failure mechanisms |
| CN205576989U (en) * | 2016-05-09 | 2016-09-14 | 东华理工大学 | Comprehensive laboratory experiment stake model experiment device is pressed, pulled out |
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| CN108036998A (en) * | 2017-12-14 | 2018-05-15 | 西安航天化学动力厂 | It is a kind of to determine stress/determine strain detection testing device |
| 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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