CN105971024A - Testing method for dynamic response of model pile foundation - Google Patents
Testing method for dynamic response of model pile foundation Download PDFInfo
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- CN105971024A CN105971024A CN201610292551.9A CN201610292551A CN105971024A CN 105971024 A CN105971024 A CN 105971024A CN 201610292551 A CN201610292551 A CN 201610292551A CN 105971024 A CN105971024 A CN 105971024A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a testing method for the dynamic response of a model pile foundation. The testing method comprises the steps of 1, selecting model soil and model pile material; 2, preparing a model pile through a model pile preparing device; 3, determining the compaction standard of the model soil according to the speed of shear waves; 4, placing the model pile prepared in the step 2 into the center of a model box, placing the model soil into the model box in multiple times and compacting the model soil according to the compaction standard of the model soil obtained in the step 3, wherein the model soil inside the model box comprises a plurality of layers of soil bodies; 5, arranging various testing elements inside the model box; 6, connecting the testing elements to a data acquisition system; and 7, obtaining the data of the dynamic response by the data acquisition system through the various testing elements. According to the testing method, model tests are efficient and can be carried out accurately.
Description
Technical field
The invention belongs to Geotechnical Engineering and earthquake engineering field, relate to a kind of model pile foundation dynamic response
Method of testing.
Background technology
China is the country that an earthquake is multiple, and pile foundation is because its bearing capacity is high and excellent earthquake resistance
It is widely used in the every field of civil engineering, but shows toward earthquake disaster data according to this, earthquake
Rear pile foundation is easily generated obvious crack equivalent damage, and especially after macroseism, broken pile even occurs in pile foundation
Phenomenon, the superstructure of pile foundation is caused severe safety hazards.Chinese scholars is to earthquake at present
More work has been carried out in the research of the lower dynamic response of pile foundation of effect, its pile foundation vibration table mould
Type test is more, owing to pile foundation shaking table model belongs to the intersection neck of Geotechnical Engineering and earthquake engineering
Territory, its complexity and uncertainty are more apparent.
Many indefinite, nonstandard ask is there is in model test design and pile foundation dynamic response are tested
Topic, causes testing chaotic, the most failed easy phenomenon.The processing technology of such as model clay and Model Pile is not
Specification, intensity are inaccurate；During soil body vanning, the compacting standard difficulty of Controlling model soil strength determines, soil
Body intensity is too high or too low necessarily causes result of the test distortion；Foil gauge lays environmental difference with compensating plate
Cause result of the test error big；When measuring pile foundation displacement, guy type displacement meter bracing wire and the soil body rubs
Wiping problem causes the bigger error of displacement measurement；Testing element and the test content of dynamic response are various,
Testing element wiring is error-prone, causes occurring in process of the test that crossing elimination even short circuit burns out test unit
Part.Test problem lack of standardization, non-type like this inevitably results in the biggest test error even
Test failure.Therefore, using a kind of reasonably model pile foundation dynamic response method of testing is pile foundation vibration
Platform model test is the most crucial.
Summary of the invention
For above-mentioned problems of the prior art and defect, it is an object of the invention to, it is provided that one
Plant the method for testing of model pile foundation dynamic response.
To achieve these goals, the present invention adopts the following technical scheme that
The method of testing of a kind of model pile foundation dynamic response, comprises the following steps:
Step one: Selection Model soil and Model Pile material；
Step 2: use Model Pile preparation facilities to prepare Model Pile；
Step 3: ask for model soilborne plant disease, determines model clay according to model soilborne plant disease
Compacting standard；
Step 4: Model Pile step 2 prepared puts into the center of model casing, according to step 3
The model clay compacting standard obtained, in loading model casing by model clay several times and tamp, in model casing
Model clay include the multilamellar soil body；
Step 5: lay multiple testing element in model casing；
Step 6: testing element is connected with data collecting system；
Step 7: data collecting system utilizes multiple testing element to obtain dynamic response data.
Specifically, Model Pile preparation facilities in described step 2, it is characterised in that include bracing frame,
Described preparation facilities also includes Model Pile preparation pipe, and Model Pile is prepared pipe and included that two cross sections are semicircle
Body, two cross sections are that the body of semicircle is movably arranged on bracing frame.
Specifically, support frame as described above includes that base plate, base plate are provided above two support bodys, and support body can
Rotate relative to base plate；Described Model Pile preparation pipe is set between two support bodys.
Further, described step 2 uses the method that Model Pile preparation facilities prepares Model Pile, including
Following steps:
Step 2.1: be placed on smooth place by Model Pile preparation facilities, makes support body rotate around base plate,
Model Pile is prepared pipe be placed between two support bodys；It is wound around stickup mould with wide adhesive tape every same distance
Type stake preparation pipe；Two support bodys are fixed；
Step 2.2: the steel reinforcement cage that colligation is good is placed in Model Pile preparation pipe, concreting is led
Pipe gos deep into Model Pile and prepares pipe bottom, casting concrete with promote concreting conduit and Tong Bu carry out,
Until whole Model Pile concreting is complete, at room temperature maintenance 28 days after concreting,
To reach Model Pile design strength；
Step 2.3: after prepared by Model Pile, prepares Model Pile pipe and is dismantled by bracing frame, and
Set level, remove Model Pile and prepare the adhesive tape on pipe, utilize thin steel ruler along the seam of two bodys by two
Body separates, and obtains Model Pile.
Further, in described step 3 according to shear wave velocity determine model clay tamp standard, including with
Lower step；
Step 3.1: being loaded by model clay in the container of a steel, in container, the height of model clay is L,
In container, the bottom of model clay arranges an accelerometer, is mentioned necessarily by the tumping rummer that weight is G
Freely fall after highly h, repeatedly impact repeatedly, make model clay closely knit；Set hitting real model clay top
Put an accelerometer；Two accelerometers are all connected with data collecting system；
Step 3.2: tap container bottom, utilize the time-histories of two accelerometers of data acquisition system
Response data, obtains the moment that the acceleration peak value of two accelerometers is corresponding respectively, calculates acceleration peak
The difference △ t in the moment that value is corresponding, the distance measuring two accelerometers is △ h, then the shearing of model clay
Velocity of wave is v=△ h/ △ t,
Step 3.3: change the value of h, repeats step 3.1 and step 3.2, when calculated model
Soilborne plant disease and geological mapping report in soil body actual shearing velocity of wave consistent time, record now h's
Value and number of blows, i.e. obtain the compacting standard of model clay.
Further, described step 5 is laid in model casing testing element, wherein testing element bag
Include foil gauge, compensating plate, accelerometer and displacement transducer；Wherein, foil gauge installation position is:
Model Pile is positioned at separating surface and the medium position of every layer soil body of the adjacent two layers soil body；Compensating plate
Laying be set to: be positioned in Model Pile at the side 2-4cm of foil gauge；The laying position of accelerometer
It is set to: in Model Pile, be positioned at the medium position of every layer soil body；The installation position of displacement transducer is: every
The medium position of layer soil body.
Described testing element also includes osmometer, at the different depth that osmometer is laid in model clay.
Specifically, institute's displacement sensors includes that dragline type displacement meter, dragline type displacement meter include survey line,
Described test device also includes casing, and the end of described survey line passes casing link model stake.
Further, the length of described casing is equal to the length of survey line, and described casing includes PVC casing,
The two ends of PVC casing are installed with an elastic casing respectively, and elastic casing can be stretched along own axes direction
Contracting.
Compared with prior art, the present invention has following technical effect that
1, the present invention uses Model Pile preparation facilities to prepare Model Pile so that the preparation of concrete model stake
The most more convenient with form removal；This device is possible not only to ensure the quality of Model Pile, and has structure letter
List, use, the preparation advantage such as efficiently, can be widely used for the making of each research aspect Model Pile.
2, utilize shear wave velocity to determine compacting standard, compared with conventional soil tamp test, there is equipment
Simple to operate, precision is high and efficient quickly advantage, and uses the above-mentioned of the present invention to determine model earth rammer
The method of real standard ensure that model clay is identical with the degree of compaction of prototype soil.
3, the survey line of displacement transducer of the present invention is arranged on the inside of casing, when Model Pile is shaken
Time dynamic, survey line is pulled to be subjected to displacement, due to the setting of casing, it is to avoid survey line directly contacts with the soil body,
Eliminate and between survey line and the soil body, produce friction, it is ensured that the accuracy of measurement result；Displacement sensor structure
Simply, novel in design reasonable, functional reliability is high, and service life is long, and using effect is good, it is simple to push away
Wide use.
4, by different types of testing element Wiring area plan, holding wire numbering method, can avoid by
The wiring accident that the factors such as many in testing element kind, wiring is miscellaneous cause, is also convenient for testing element simultaneously
Quality and wiring check, beneficially failture evacuation, have clear, simple and feasible advantage.
With detailed description of the invention the solution of the present invention done below in conjunction with the accompanying drawings explain in further detail and
Explanation.
Accompanying drawing explanation
Fig. 1 is basement rock class model soil body comprcssive strength curve chart；
Fig. 2 is Model Pile preparation facilities structural representation；
Fig. 3 is that compacting standard determines process, and schematic diagram laid by accelerometer；
Fig. 4 is numerical simulation bending envelope diagram；
Fig. 5 is the overall structure schematic diagram of displacement transducer；
Fig. 6 is the test curve of different depth osmometer；Wherein, (a) figure is 60cm degree of depth osmometer
Test curve, (b) figure is the test curve of 110cm degree of depth osmometer；
Fig. 7 is testing element wiring schematic diagram；
Fig. 8 is the bending envelope comparison diagram obtained by test and numerical simulation；
Fig. 9 is the pile body acceleration peak value comparison diagram obtained by test and numerical simulation；
In figure, label represents: 1 bracing frame, 2 Model Pile preparation pipes, 2-1 body, 3 base plates,
4 support bodys, 4-1 installing plate, 4-2 column, 5 rotating shafts, 6 connectors, 6-1 fixed plate,
6-2 fixed screw, 7 rubber blankets, 8 back cover plates, 9 dragline type displacement meters, 10 surveys line,
11 casings, 12 Model Pile, 13 PVC casings, 14 elastic casings, 15 Model Pile, 16
Displacement transducer, 17 compensating plates, 18 accelerometers, 19 foil gauges, 20 holding wires,
21 number plates, 22 model casings.
Detailed description of the invention
Defer to technique scheme, the method for testing of the model pile foundation dynamic response of the present invention, including with
Lower step:
Step one: Selection Model soil and Model Pile material
Premised on model clay and Model Pile processing technology simplicity, reliable in quality, carry in conjunction with vibration table
The concrete condition such as ability and model box size, model clay chooses the prototype soil body, thus guarantee test result
Reliability, more can reflect the dynamic characteristic that prototype is actual；Choose the material consistent with prototype and make mould
Type stake, Model Pile material selection armored concrete.Such as, if model clay is basement rock matter Rock And Soil, can
Approximation uses concrete material to pour, and can control its compression strength value by briquette test, make concrete
The basement model that material makes is suitable with actual basement rock intensity, and model basement rock comprcssive strength briquette test is shown in
Fig. 1.
Step 2: use Model Pile preparation facilities to prepare Model Pile
Seeing Fig. 2, Model Pile preparation facilities includes that bracing frame 1, described preparation facilities also include Model Pile
Preparing pipe 2, Model Pile is prepared pipe 2 and is used pvc pipe, Model Pile to prepare pipe 2 to include that two cross sections are
The body 2-1 of semicircle, two cross sections are that the body 2-1 of semicircle is movably arranged on bracing frame 1.
Bracing frame 1 plays bolster model stake and prepares the effect of pipe 2, and two cross sections are the body of semicircle
2-1 is joined together to form Model Pile and prepares pipe 2, and Model Pile prepares pipe 2 for concrete model stake
Preparation, after prepared by Model Pile, prepares Model Pile pipe 2 and is dismantled by bracing frame 1, by two
Individual cross section is that the body 2-1 of semicircle separates, it is achieved form removal；Above-mentioned design makes concrete model stake
Preparation and form removal the most more convenient.
In order to ensure that Model Pile is prepared pipe and can be dismantled by more convenient on bracing frame 1, described support
Frame 1 includes that base plate 3, base plate 3 are provided above two support bodys 4, and support body 4 can be relative to base plate 3
Rotate；Between two support bodys 4, described Model Pile is set and prepares pipe 2.
Described support body 4 includes that multiple installing plate 4-1, multiple installing plate 4-1 are by multiple column 4-2 even
Connect；It is connected by rotating shaft 5 between the end of multiple column 4-2 with described base plate 3.When Model Pile system
After completing, it is only necessary to make two support bodys 45 rotate around the shaft relative to base plate 3, can be by Model Pile
Prepare pipe 2 to be dismantled by bracing frame 1.
Two the installing plate 4-1 being positioned in same level in said two support body 4 pass through connector 6
Connecting, the center of two the installing plate 4-1 being connected into entirety by connector 6 is formed one and leads to
Hole, described Model Pile is prepared pipe 2 and is fixed by two installing plate 4-1 through through hole.
It is in close contact with installing plate 4-1, in said two support body 4 so that Model Pile prepares pipe 2
It is provided with rubber blanket 7 between two installing plate 4-1 in same level.
Described connector 6 includes fixed plate 6-1 and fixed screw 6-2, and the two ends of fixed plate 6-1 are respectively
On two the installing plate 4-1 being arranged in same level, by fixed screw 6-2 by two
Installing plate 4-1 links together.
Effectively seal against to the end of pipe 2 be prepared by Model Pile, described base plate 3 is provided with
Back cover plate 8, described Model Pile is prepared the end of pipe 2 and is contacted with back cover plate 8.
It is the body of semicircle that the Model Pile preparation facilities of the present invention arranges two cross sections, links together
Form Model Pile preparation pipe so that preparation and the form removal of concrete model stake are the most more convenient；This device
It is possible not only to ensure the quality of Model Pile, and there is simple structure, use, preparation efficiently etc.
Advantage, can be widely used for the making of each research aspect Model Pile.
The Model Pile preparation facilities shown in Fig. 2 is utilized to prepare the method for Model Pile as follows:
Step 2.1: place the device on smooth place, makes support body 4 rotate around base plate 3, by mould
Type stake is prepared pipe 2 and is placed between two support bodys 4, and Model Pile is prepared bottom pipe 2 tight with back cover plate 8
Contiguity is touched；It is wound around sticker model stake every 20cm with wide adhesive tape and prepares pipe 2；Use fixed screw 6-2
With fixed plate 6-1, two support bodys 4 are fixed；
Step 2.2: the steel reinforcement cage that colligation is good is placed on Model Pile and prepares in pipe 2, by concreting
Conduit gos deep into Model Pile and prepares pipe 2 bottom, casting concrete and the lifting same stepping of concreting conduit
OK, it is ensured that concreting conduit Transducers Embedded in Concrete 10cm is deep, until whole Model Pile concreting
Complete, at room temperature maintenance 28 days after concreting, to reach Model Pile design strength；
Step 2.3: after prepared by Model Pile, prepares Model Pile pipe 2 and is dismantled by bracing frame 1,
And set level, remove Model Pile and prepare the adhesive tape on pipe 2, utilize thin steel ruler connecing along two body 2-1
Stitch and two body 2-1 are separated, i.e. can get smooth surface and complete Model Pile.
Step 3: ask for model soilborne plant disease, determines the compacting mark of model clay according to shear wave velocity
Accurate
Step 3.1: see Fig. 3, in the container of the steel that model clay is loaded a 1m*1m*1m,
In container, the height of model clay is 40cm, and in container, the bottom of model clay arranges an accelerometer,
Freely fall after the tumping rummer of weight 20kg is mentioned certain altitude h, repeatedly impact repeatedly, make model
Soil is closely knit；Hitting real model clay top, one accelerometer is set；Two accelerometers are all and data
Acquisition system connects；
Step 3.2: tap container bottom, utilize the time-histories of two accelerometers of data acquisition system
Response data, obtains the moment that the acceleration peak value of two accelerometers is corresponding respectively, calculates acceleration peak
The difference △ t in the moment that value is corresponding, the distance measuring two accelerometers is △ h, then the shearing of model clay
Velocity of wave is v=△ h/ △ t,
Step 3.3: change the value of h, repeats step 3.1 and step 3.2, when calculated model
Soilborne plant disease and geological mapping report in soil body actual shearing velocity of wave consistent time, record now h's
Value and number of blows, i.e. obtain the compacting standard of model clay.Present invention determine that model clay compacting standard
Method, compared with conventional soil tamp test, has that equipment is simple to operate, precision is high and the most quick
Advantage, and use the present invention above-mentioned determine model clay compacting standard method ensure that model clay with
The degree of compaction of prototype soil is identical.
Step 4: Model Pile step 2 prepared puts into the center of model casing, according to step 3
The model clay compacting standard obtained, divides in 4 times model clay being loaded model casing and tamps, in model casing
Model clay include that 4 layer soil bodies, the thickness of every layer soil body are 40cm.
Step 5: lay testing element in model casing 22
1) in Model Pile 15, foil gauge 19 is laid
Foil gauge 19 uses BE120-3AA resistance strain plate.See Fig. 4, use numerical simulation
Method obtains pile foundation pile foundation bending moment envelope diagram under dynamic load function, as shown in Figure 4, stake
There is notable difference at soft layer separating surface in the moment of flexure on basis.Lay emphatically according to specific position
Principle, is positioned at separating surface and the medium position of every layer soil body of the adjacent two layers soil body in Model Pile 15
Lay resistance strain plate.
The installation technics of foil gauge 19 is in strict accordance with traditional strain gauge adhesion technological operation, including measuring point
Portion faces cleaning, stickup and the solidification of foil gauge, the welding of wire, foil gauge and the protection of wire
And quality examination；Using 703 binding agents that foil gauge 19 is carried out water-proofing treatment, concrete operation method is:
Foil gauge 19 is smeared two-layer marine glue, repastes after the solidification of ground floor marine glue and smear second layer marine glue；
Owing to Model Pile 15 uses the concrete material of easily immersion, for preventing the moisture in model clay from entering model
Stake 15 is internal, and is transferred to foil gauge 19, smears one layer of oil on the pile body of Model Pile 15, to increase
Strong waterproof effect.
2) in Model Pile 15, compensating plate 17 is laid
The model of compensating plate 17 is identical with the model of foil gauge 19.In Model Pile 15, each setting should
It is respectively provided with a compensating plate 17, it is ensured that compensating plate 17 and should at the side 2-4cm of the position becoming sheet 19
The external environment condition becoming sheet 19 is identical, farthest eliminates the extraneous factors such as temperature and does test result
Disturb, it is ensured that compensating plate 17 plays higher " compensation " effect；The barbola work of compensating plate 17 with should
Become sheet 19 identical.
3) in Model Pile 15, accelerometer 18 is laid
For avoiding accelerometer 18 water inlet to cause damaging, accelerometer 18 uses GWT-1 single shaft paster
Miniature acceleration sensor, it has water-proof function and measuring accuracy is higher.For measuring every layer soil body
The acceleration responsive of Model Pile 15, in Model Pile 15, is positioned at the medium position of every layer soil body, cloth
If accelerometer 18.The stickup of accelerometer 18 uses adhesive property good and the unconspicuous reality of isolating affection
Test room special eraser mud.
4) in Model Pile 15, displacement transducer 16 is laid
For measuring the pile foundation dynamic respond of different soil, the medium position at every layer soil body lays displacement
Sensor 16.Seeing Fig. 5, the structure of displacement transducer 16 is as follows:
Displacement transducer 16 includes that dragline type displacement meter 9, dragline type displacement meter 9 include survey line 10, institute
Displacement sensors also includes casing 11, and the end of described survey line 10 passes casing 11 link model stake
12；Survey line is arranged on the inside of casing 11, when Model Pile 12 is vibrated, pulls survey line 10 that position occurs
Move, due to the setting of casing 11, it is to avoid survey line 10 directly contacts with the soil body, thus eliminates survey line
The friction produced between 10 and the soil body, it is ensured that the accuracy of measurement result.
In order to ensure that survey line 10 is wrapped up by casing 11 completely, the length of casing 11 is equal to survey line 10
Length；Described casing 11 includes PVC casing 13, and because PVC casing 13 is rigidity casing, PVC protects
The two ends of cylinder 13 are installed with an elastic casing 14 respectively, and elastic casing 14 can be along own axes side
To flexible.The setting of elastic casing 14 is in order to ensure that casing 13 will not hinder Model Pile 12 due to vibration
And there is the swing along survey line 10 length direction.
For realize elastic casing 14 can flexible along own axes direction, described elastic casing 14 wraps
Including spring, the outer sheath of spring is equipped with rubber bush.
The survey line of displacement transducer 16 of the present invention is arranged on the inside of casing 11, works as model
During stake 15 vibration, survey line 10 is pulled to be subjected to displacement, due to the setting of casing 11, it is to avoid survey line 10
Directly contact with the soil body, eliminate and between survey line 10 and the soil body, produce friction, it is ensured that measurement result accurate
Property；Displacement transducer 16 simple in construction, it is novel in design that rationally functional reliability is high, and service life is long,
Using effect is good, it is simple to promote the use of.
5) in model casing 22, osmometer is laid
If the prototype soil body is saturated fine silty sand ground, then in model clay, lays osmometer, be used for measuring
The pore water pressure of model clay；Osmometer uses BWMK osmometer, according to saturated powder fine sand soil with the degree of depth
Increasing the most liquescent feature, the different depth position at model clay arranges osmometer respectively, different deep
Degree osmometer test result is shown in Fig. 6.For avoiding the impact on osmometer of the soil body granule, when osmometer is buried underground
Appropriate Cotton Gossypii is used to wrap up.
Step 6: testing element is connected with data collecting system
Owing to testing element wide variety, test wiring are many, need to be to difference test content, different test
Purposes, the testing element external connection of different installation position do numbering in detail, and plan corresponding external connection
Translation field, uses in case testing element inspection is convenient, sees Fig. 7:
1) foil gauge 19 and compensating plate 20 wiring
Have owing to the lead-out wire of foil gauge 19 and compensating plate 20 is very thin, terminal need to be used foil gauge 19
It is connected with external connection with the lead-out wire of compensating plate 20, can effectively prevent lead-out wire to be torn；It is positioned at the soil body
Interior external connection uses adhesive tape to be fixed in Model Pile 15, and during can avoiding filling soil, external connection is subject to
Damage；The external connection of foil gauge 19 and compensating plate 17 is done respectively numbering in detail, such as in the end of a thread position
1# foil gauge external connection, and draw to specific foil gauge/compensating plate Wiring area, employing full-bridge circuit will
The external connection of foil gauge 19 and the external connection of compensating plate 17 are connected with holding wire 20, holding wire 20 with
Data collecting system connects；Number plate 21 is set on holding wire 20.
2) accelerometer wiring
The external connection of accelerometer 18 is connected with holding wire 20 by bridge box, by debugging distributor control
Accelerometer 18 is powered by voltage processed；It is positioned at the external connection of accelerometer 18 of the soil body with thoroughly
Gelatin band is fixed in Model Pile 15；External connection and corresponding holding wire 20 to accelerometer 18 are detailed
Thin numbering, such as 1# accelerometer external connection, and draw to specific accelerometer Wiring area, use
The external connection of accelerometer 18 is connected by full-bridge circuit with holding wire 20, holding wire 20 and data acquisition
System connects；Number plate 21 is set on holding wire 20.
3) displacement transducer wiring: the external connection of displacement transducer 16 and holding wire 20 use bridge box even
Connect, holding wire 20 is connected with data collecting system, and to the external connection of displacement transducer 16 and phase
The holding wire 20 answered is numbered in detail, and holding wire 20 arranges number plate 21, in order to checks and uses.
By different types of testing element Wiring area plan, holding wire numbering method, can avoid due to
The wiring accident that the factors such as testing element kind is many, wiring is miscellaneous cause, is also convenient for testing element matter simultaneously
Amount and wiring check, beneficially failture evacuation, have clear, simple and feasible advantage.
Step 7: utilize vibration table that model casing 22 loads EI-Centro seismic wave, data acquisition system
System utilizes foil gauge 19 to collect strain data, utilizes compensating plate 17 to collect offset data, utilizes
Accelerometer 18 collects acceleration information, utilizes displacement transducer 16 to collect displacement data, profit
Pore water pressure is collected with osmometer；By above-mentioned collection to data be multiplied by respectively correspondence test
The sensitivity coefficient of element, the strain data after being processed, offset data, acceleration information, displacement
Data and pore water pressure force data, be the dynamic response data asked for.
Analysis of experiments
Carry out pile foundation shaketalle test according to above-mentioned method of testing, load identical with numerical simulation
EI-Centro seismic wave, obtains dynamic response parameter, draws bending bag according to dynamic response parameter
Network figure and pile body acceleration peak value figure, obtain bending envelope diagram and pile body acceleration peak value by test
Bending envelope diagram and pile body acceleration peak value figure that figure obtains with numerical simulation respectively contrast,
The most as shown in Figure 8 and Figure 9；By Fig. 8 and 9 it can be seen that the result that obtains of this method of testing
Preferable with the result goodness of fit of numerical simulation, illustrate to use this method of testing to carry out shaking table model
Relatively reasonable.
Claims (9)
1. the method for testing of a model pile foundation dynamic response, it is characterised in that comprise the following steps:
Step one: Selection Model soil and Model Pile material；
Step 2: use Model Pile preparation facilities to prepare Model Pile；
Step 3: ask for model soilborne plant disease, determines model clay according to model soilborne plant disease
Compacting standard；
Step 4: Model Pile step 2 prepared puts into the center of model casing, according to step 3
The model clay compacting standard obtained, in loading model casing by model clay several times and tamp, in model casing
Model clay include the multilamellar soil body；
Step 5: lay multiple testing element in model casing；
Step 6: testing element is connected with data collecting system；
Step 7: data collecting system utilizes multiple testing element to obtain dynamic response data.
2. the method for testing of model pile foundation dynamic response as claimed in claim 1, it is characterised in that
Model Pile preparation facilities in described step 2, it is characterised in that include bracing frame (1), described preparation
Device also includes that Model Pile preparation pipe (2), Model Pile preparation pipe (2) include that two cross sections are half
The body (2-1) of circle, two cross sections are that the body (2-1) of semicircle is movably arranged on bracing frame (1)
On.
3. the method for testing of the model pile foundation dynamic response described in claim 2, it is characterised in that institute
State bracing frame (1) and include that base plate (3), base plate (3) are provided above two support bodys (4), frame
Body (4) can rotate relative to base plate (3)；Between two support bodys (4), described Model Pile is set
Preparation pipe (2).
4. the method for testing of model pile foundation dynamic response as claimed in claim 3, it is characterised in that
Described step 2 uses the method that Model Pile preparation facilities prepares Model Pile, comprises the following steps:
Step 2.1: be placed on smooth place by Model Pile preparation facilities, makes support body (4) end of around
Plate (3) rotates, and Model Pile preparation pipe (2) is placed between two support bodys (4)；Every identical
The wide adhesive tape of distance is wound around sticker model stake and prepares pipe (2)；Two support bodys (4) are fixed；
Step 2.2: the steel reinforcement cage that colligation is good is placed in Model Pile preparation pipe (2), by concrete
Pour conduit and go deep into Model Pile preparation pipe (2) bottom, casting concrete and lifting concreting conduit
Synchronization is carried out, until whole Model Pile concreting is complete, after concreting at room temperature
Maintenance 28 days, to reach Model Pile design strength；
Step 2.3: by Model Pile preparation pipe (2) by the upper dismounting of bracing frame (1), and set level, remove
Adhesive tape in Model Pile preparation pipe (2), utilizes thin steel ruler along the seam of two bodys (2-1) by two
Individual body (2-1) separates, and obtains Model Pile.
5. the method for testing of model pile foundation dynamic response as claimed in claim 1, it is characterised in that
According to shear wave velocity, described step 3 determines that model clay tamps standard, comprise the following steps；
Step 3.1: being loaded by model clay in the container of a steel, in container, the height of model clay is L,
In container, the bottom of model clay arranges an accelerometer, is mentioned necessarily by the tumping rummer that weight is G
Freely fall after highly h, repeatedly impact repeatedly, make model clay closely knit；Set hitting real model clay top
Put an accelerometer；Two accelerometers are all connected with data collecting system；
Step 3.2: tap container bottom, utilize the time-histories of two accelerometers of data acquisition system
Response data, obtains the moment that the acceleration peak value of two accelerometers is corresponding respectively, calculates acceleration peak
The difference △ t in the moment that value is corresponding, the distance measuring two accelerometers is △ h, then the shearing of model clay
Velocity of wave is v=△ h/ △ t,
Step 3.3: change the value of h, repeats step 3.1 and step 3.2, when calculated model
Soilborne plant disease and geological mapping report in soil body actual shearing velocity of wave consistent time, record now h's
Value and number of blows, obtain the compacting standard of model clay.
6. the method for testing of model pile foundation dynamic response as claimed in claim 1, it is characterised in that
In described step 5 in model casing lay testing element, wherein testing element include foil gauge (19),
Compensating plate (17), accelerometer (18) and displacement transducer (16)；Wherein, foil gauge (19)
Installation position is: be positioned at the separating surface of the adjacent two layers soil body and every layer soil body in Model Pile (15)
Medium position；The laying of compensating plate (17) is set to: be positioned at foil gauge (19) in Model Pile
At the 2-4cm of side；The installation position of accelerometer (18) is: Model Pile is positioned at every layer on (15)
The medium position of the soil body；The installation position of displacement transducer (16) is: the medium position of every layer soil body.
7. the method for testing of model pile foundation dynamic response as claimed in claim 6, it is characterised in that
Described testing element also includes osmometer, at the different depth that osmometer is laid in model clay.
8. the method for testing of model pile foundation dynamic response as claimed in claim 7, it is characterised in that
Institute's displacement sensors (16) includes that dragline type displacement meter (9), dragline type displacement meter (9) include
Survey line (10), described test device also includes that casing (11), the end of described survey line (10) are worn
Cross casing (11) link model stake (12).
9. the method for testing of model pile foundation dynamic response as claimed in claim 8, it is characterised in that
The length of described casing (11) is equal to the length of survey line (10), and described casing (11) includes PVC
Casing (13), the two ends of PVC casing (13) are installed with an elastic casing (14) respectively, elastic
Casing (14) can stretch along own axes direction.
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| CN107386342A (en) * | 2017-09-08 | 2017-11-24 | 华电重工股份有限公司 | Offshore wind farm single-pile foundation stake monitoring device |
| CN117077250A (en) * | 2023-07-17 | 2023-11-17 | 浙江大学 | Static and dynamic force similar model pile design method for centrifugal model experiment |
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