CN109060532A - A kind of karst area ultra-long pile buckling stability indoor model experiments device and method - Google Patents
A kind of karst area ultra-long pile buckling stability indoor model experiments device and method Download PDFInfo
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Abstract
The present invention provides a kind of karst area ultra-long pile buckling stability indoor model experiments device, including the soil model for simulating lava ground, ultra-long pile model in part embedment soil model connects the upper end of ultra-long pile model with by plummer to provide the loading system of downward load, it further include data collection system, data collection system includes the pressure sensor of the load for detecting loading system offer on plummer, it is used to measure the first dial gauge of settling amount set on loading bench, set on the second dial gauge for measuring horizontal displacement of ultra-long pile model and a large amount of foil gauges of the deformation data set on the surface of ultra-long pile model for measuring pile body, every four foil gauges are one group and are connected using full-bridge group bridge mode, the output end of pressure sensor and every group of foil gauge is all connected with main controller, in soil model be equipped with one or Person is multiple for simulating the cavity of solution cavity, and ultra-long pile model passes through one or more cavity.
Description
Technical field
The present invention relates to technical field of buildings more particularly to a kind of karst area ultra-long pile buckling stability indoor model are real
Experiment device and method.
Background technique
With the fast development that Large Infrastructure Projects are built, a large amount of skyscraper and extra-large bridge are rised sheer from level ground, and are surpassed
Long stake is widely used, and the ultralong steel tube up to 83m is used such as Shanghai Jin Mao Tower, world world-wide trading center
Stake, Wenzhou Ruian imperial capital mansion etc. is easy to produce buckling failure, buckling stability problem is by numerous scholars due to ultra-long pile
Attention, the different method of many scholars carried out theoretical calculation in the ultra-long pile buckling critical load of soft clay area
Research, while some scholars simulate soft clay area, have carried out some model tests, have demonstrated the accuracy of theoretical calculation, weak soil
The ultra-long pile buckling stability problem in area has gone out many breakthrough achievements.
By scholars on the research achievement of ultra-long pile it is found that the long soil around pile drag size of super stake is to influence stake itself buckling
One of principal element of stability, the existing research that soft clay area is in ultra-long pile, soft clay area ground is continuous, therefore super
Soil around pile drag suffered by the long village is also continuous, however when ultra-long pile, which is located at ground, the Karst karst area of solution cavity, ground
Base is discontinuous, causes soil around pile drag suffered by stake also discontinuous, so to traditional ultra-long pile in the soft of not solution cavity
The Buckling Analysis of Piles theory in soil area cannot be used for the stability analysis that stake is in the ultra-long pile of karst area.
The skyscraper and large bridge built due to karst area are more and more, by the stress of pile foundation it is found that karst region
The pile foundation of karst area is all built in solution cavity quantity, solution cavity size, solution cavity position in base skyscraper and large bridge has
Therefore certain influence studies buckling stability problem of the ultra-long pile in karst area and is not only pile foundation computational theory itself hair
The needs of exhibition, the even more an urgent demand of engineering circles.Though thering is scholar to carry out theory in the stake buckling problem to karst area at present to grind
Study carefully, but the formula of theory deduction is to be derived according to some fundamental formulars with empirical equation, imparts many assumed conditions,
Very big discrepancy may be inconsistent or even had with engineering practice.
Summary of the invention
In view of this, the embodiment provides a kind of karst area ultra-long pile buckling stability indoor model experiments
Device and method can compare the gross data of real data and the derivation of equation, both can verify that the consistent of model and Practical Project
Property, and can verify that correctness and reasonability that theoretical formula derives, for the buckling stability for carrying out karst area ultra-long pile later
Theory analysis lays the foundation.
The embodiment of the present invention provides a kind of karst area ultra-long pile buckling stability indoor model experiments device, including with
Institute is connected with by plummer in the ultra-long pile model that the soil model of simulation lava ground, part are embedded in the soil model
The upper end of ultra-long pile model is stated to provide the loading system of downward load, further includes data collection system, the data acquisition
System includes the pressure sensor of the load for detecting the loading system offer on the plummer, set on described
Loading bench is used to measure the first dial gauge of settling amount, is used to measure the 200th of horizontal displacement set on the ultra-long pile model
Divide table and be used to measure a large amount of foil gauges of the deformation data of pile body set on the surface of the ultra-long pile model, is answered described in every four
Become piece and be one group and full-bridge group bridge mode is used to connect, the output end of foil gauge described in the pressure sensor and every group is all connected with master
Control machine, one or more cavity for being used to simulate solution cavity is equipped in the soil model, and the ultra-long pile model passes through one
Or multiple cavitys.
Further, the soil model has two layers, and upper layer is clay, and lower layer is sandy soil, and the clay accounting is big
In the sandy soil accounting.
Further, the loading system include flat under(-)chassis, it is removable and straight up be set to institute
The reaction frame stating the removable column of under(-)chassis and being supported by the removable column, a jack connect the reaction frame and described
Loading bench, the loading bench are relatively connected with the corresponding ultra-long pile model by connection, and the soil model is contained in model
In case, the model casing is located at the upper surface of the under(-)chassis.
Further, the model casing is bottomless, and the sandy soil are directly supported by the under(-)chassis, the ultra-long pile model
Lower end connect with the under(-)chassis.
Further, the model casing includes four steel ribs and four pieces of poly (methyl methacrylate) plates, has phase on each steel rib
Mutually parallel but orthogonal two card slot of opening direction, the opposite end of any machine glass plate are fastened on two be oppositely arranged
In the respective card slot of the steel rib, at least one poly (methyl methacrylate) plate is equipped with the graduated scale that extends along the vertical direction, it is described can
Mobile column has two, and the model casing is between the two removable columns, and the lower end area of the model casing is equipped with row
Water hole.
Further, the ultra-long pile model includes being embedded to the buried section of the soil model and being exposed at the soil model
The exposing section of outside, second dial gauge are set to the exposing section, and the plummer connects the exposing section.
The embodiment of the present invention also provides a kind of structure of karst area ultra-long pile buckling stability indoor model experiments device
Construction method includes the following steps,
A1: building loading system and is vertically arranged ultra-long pile model, passes through the loading system described in plummer connection
Pressure sensor and the first dial gauge for measuring settling amount is arranged in the upper end of ultra-long pile model on the loading bench,
The 200th for measuring the foil gauge of the deformation data of pile body and for measuring horizontal displacement is set on the ultra-long pile model
Divide table, every four foil gauges are one group and are connected using full-bridge group bridge mode, make to answer described in the pressure sensor and every group
The output end for becoming piece is all connected with main controller, and the load number of the pressure sensor acquisition is read and shown by the main controller
According to the deformation data measured with the foil gauge；
A2: slowly filling the soil body from ultra-long pile model lower end upwards, when the soil body is filled to the height of required simulation solution cavity
When at degree, it is arranged cannulated sleeve on the ultra-long pile model, makes the sleeve is vertical to be placed on the soil body, continues to fill up soil
Body, until forming the soil model completely with simulation solution cavity.
Further, the soil model has two layers, and upper layer is clay, and lower layer is sandy soil, and the clay is located at institute
The middle part and top of soil model are stated, the lower part that the sandy soil are located at the soil model is wanted before filling the soil body according to test
The grain composition and water content for setting the clay are sought, and chooses the sandy soil for meeting experiment pine nut degree requirement, in experiment opening
Before beginning, the basic mechanics index of physics of the complete soil body is obtained by soil test.
The embodiment of the present invention also provides a kind of karst area ultra-long pile buckling stability indoor model experiments method, utilizes
The karst area ultra-long pile buckling stability indoor model experiments device, includes the following steps,
B1: stake top vertical load is applied step by step to the ultra-long pile model using the loading system；
B2: detecting the size of the load by the pressure sensor, uses first dial gauge and described second
Dial gauge measures settling amount and the horizontal displacement of stake top respectively, measures the pile body of the ultra-long pile model using the foil gauge
Deformation data；
B3: when the settling amount of the ultra-long pile model under certain grade of load action is less than 0.1mm/h, then it is assumed that the grade
Stabilization has been reached, has then applied next stage load until the ultra-long pile model is destroyed, termination test draws foundation pile load-position
Curve is moved to analyze the buckling critical load of karst area ultra-long pile.
Further, to allow maximum pile head settlement amount or horizontal displacement for test termination criteria.
Further, when under certain grade of load pile head settlement amount be greater than previous stage load under pile head settlement amount settling amount 5
Times or Horizontal Displacement up to 0.1 times of stake diameter when, then show that the ultra-long pile model has been destroyed.
The technical solution that the embodiment of the present invention provides has the benefit that karst area overlength of the present invention
Stake buckling stability indoor model experiments device and method, being capable of the bending deformation to ultra-long pile in karst area easily and effectively
It is simulated, the part comparison of this experimental provision is common, and assembling is simple, and method is easy to operate, adaptable；This experimental method mould
The buckling stress and process of deformation and failure of ultra-long pile under karst foundation are intended, this experimental method qualitative analysis ultra-long pile buckling is critical
Solution cavity quantity, solution cavity size, the size relation of solution cavity position in load and simulation karst foundation, both can verify that model and practical work
The consistency of journey, and can verify that correctness and reasonability that theoretical formula derives, to carry out bending for karst area ultra-long pile later
Bent Theory of Stability analysis lays the foundation, and has important theory significance and engineering application value.
Detailed description of the invention
Fig. 1 is karst area ultra-long pile buckling stability indoor model experiments schematic device of the present invention；
Fig. 2 be under equal conditions commonly without in solution cavity ground ultra-long pile with have ultra-long pile in solution cavity ground in the soil body
Schematic diagram；
Fig. 3 is the buckling critical load for analyzing ultra-long pile and the schematic diagram that lays out pile of karst foundation solution cavity quantity；
Fig. 4 is the buckling critical load for analyzing ultra-long pile and the schematic diagram that lays out pile of karst foundation solution cavity position；
Fig. 5 is the buckling critical load for analyzing ultra-long pile and the schematic diagram that lays out pile of karst foundation solution cavity size.
Specific embodiment
To make the object, technical solutions and advantages of the present invention clearer, below in conjunction with attached drawing to embodiment party of the present invention
Formula is further described.
Referring to FIG. 1, the embodiment provides a kind of karst area ultra-long pile buckling stability indoor model realities
Experiment device is embedded to ultra-long pile model 4 in the soil model and logical including the soil model for simulating lava ground, part
It crosses plummer 2 and connects the upper end of the ultra-long pile model 4 to provide the loading system of downward load, further include data acquisition system
System.
The loading system includes flat under(-)chassis 11, it is removable and straight up be set to the bottom frame
The removable column 12 of frame 11 and the reaction beam 13 supported by the removable column 12 further include being fixed on 13 lower end of reaction beam
Reaction frame 14.
The removable column 12 has two, by adjusting two removable column 12 the consolidating on the under(-)chassis 11
Positioning is set to adjust the distance between two described removable columns 12.The loading system further includes jack 15, the jack
15 are vertically arranged, and connect upwards with the reaction frame 14, connect with the loading bench 2 downwards.The loading bench 2 is equipped with pressure
Sensor 31, when the jack 15 applies downward load to the loading bench 2, the pressure sensor 31 is able to detect
The size of the load out, and the result that can be detected reaches the main controller for communicating connection.The loading bench 2 is additionally provided with
Multiple first dial gauges 32, first dial gauge 32 is for measuring the ultra-long pile model 4 connecting with the loading bench 2
Pile head settlement amount, can directly read the scale on first dial gauge 32, and the present embodiment preferably first dial gauge 32 is
Electronic centigrade scale is connected with the main controller, and the data that can be measured reach the main controller.Multiple described 100
Table 32 is divided uniformly to be set to the loading bench 2, so as to carry out while measuring the settling amount of stake top from different positions and orientation,
Then it is averaged, measurement error can be reduced, improve measurement accuracy.
The loading bench 2 is connected by connection compared with 21 with the corresponding ultra-long pile model 4, and the jack 15 passes through institute
The stake top that load is applied to the ultra-long pile model 4 by loading bench 2 indirectly is stated, it, can be to prevent using 2 dispersive stress of loading bench
Only the stake top stress of the ultra-long pile model 4 is concentrated and situations such as torsional deformation is even destroyed occurs.The connection is compared with 21
It can not influence the ultra-long pile model 4 and horizontal displacement occurs in stress, to help to keep test more true
Simulate true geological environment.
The soil model is contained in model casing, and the model casing is located at the upper surface of the under(-)chassis 11.It is described
Model casing includes four steel ribs and four pieces of poly (methyl methacrylate) plates 71, has on each steel rib and is parallel to each other but opening direction is mutual
The opposite end of two vertical card slots, any machine glass plate 71 is fastened on the respective card slot of two be oppositely arranged the steel rib
In, at least one poly (methyl methacrylate) plate 71 is equipped with the graduated scale 73 that extends along the vertical direction, and the model casing is bottomless also without top,
The soil model in the model casing can be observed through the poly (methyl methacrylate) plate 71.The model casing is located at two institutes
It states between removable column 12, and the lower end area of the poly (methyl methacrylate) plate 71 of the model casing is equipped with drainage hole 72, the row
Water hole 72 is connected to the inside and outside of the model casing, the moisture for being discharged in the soil model.
When constructing the soil model, it is necessary first to study karst foundation construction is studied carefully, then according to the rock in nature
Molten base formation prepares the soil body with respective physical mechanical index.In order to simulate, karst foundation middle and upper part soil property is soft, lower part is embedding
The hard geological state of rock mass, the soil body of selection are two layers, and the top soil body tentatively uses the clay 61 of Wuhan Area, and clay 61 can root
Corresponding grain composition and water content etc. are set according to test requirements document, the lower part soil body tentatively uses the sand 62 of Wuhan Area, wherein
Sand 62 according to test requirements document can initial setting be it is loose, in close and closely knit three kinds of states selected appropriate according to test demand
The soil body of the sand 62 of pine nut degree as lower part.The clay 61 is located at the middle part and top of the soil model, described
Sand 62 is located at the lower part of the soil model, and 61 accounting of clay is greater than 62 accounting of sand.
The ultra-long pile model 4 includes the dew for being embedded to the buried section of the soil model and being exposed at outside the soil model
Section out, the upper end exposed section and be located at the buried section, the plummer 2 connect the exposing section.The exposing Duan Shangan
Equipped with multiple second dial gauges 33, second dial gauge 33 is used to measure the Horizontal Displacement of the ultra-long pile model 4, can
The scale on second dial gauge 33 is directly read, the present embodiment preferably second dial gauge 33 is electronic centigrade scale,
It is connected with the main controller, the data that can be measured reach the main controller.Multiple second dial gauges 33 are uniform
It is then averaged set on the exposing section so as to carry out while measuring the horizontal displacement of stake top from different positions and orientation
Value can reduce measurement error, improve measurement accuracy.
The buried section is equipped with a large amount of foil gauges 34, sidewall surfaces of a large amount of foil gauges 34 around the buried section
And be uniformly distributed up and down along the sidewall surfaces simultaneously, every four foil gauges 34 are one group and use full-bridge group bridge mode
Connection, the output end of foil gauge 34 described in every group are all connected with the main controller.Described in being read and being shown by the main controller
The deformation data that the payload data and the foil gauge 34 that pressure sensor 31 acquires measure, the deformation that the foil gauge 34 measures
Data include the direct stress on pile body surface, shear stress etc..
Since the model casing is bottomless, the sand 62 is directly supported by the under(-)chassis 11, the ultra-long pile model 4
Lower end can be connect with the under(-)chassis 11.One or more sky for being used to simulate solution cavity 51 is equipped in the soil model
Chamber 5, the ultra-long pile model 4 pass through one or more described cavity 5.The ultra-long pile model 4 is by C30 concrete for making.
The data collection system includes the pressure sensor 31, first dial gauge 32, second dial gauge
33, the foil gauge 34 and the main controller.
The embodiment provides a kind of structures of karst area ultra-long pile buckling stability indoor model experiments device
Construction method includes the following steps for constructing above-mentioned karst area ultra-long pile buckling stability indoor model experiments device,
A1: building loading system and is vertically arranged ultra-long pile model, connects the loading system by plummer 2 described
Pressure sensor 31 and the first dial gauge for measuring settling amount is arranged in the upper end of ultra-long pile model 4 on the loading bench 2
32, it is arranged on the ultra-long pile model 4 for measuring the foil gauge 34 of the deformation data of pile body and for measuring horizontal displacement
The second dial gauge 33, every four foil gauges 34 are one group and are connected using full-bridge group bridge mode, and the pressure sensor is made
31 and every group described in the output end of foil gauge 34 be all connected with main controller, read and show that the pressure is passed by the main controller
The deformation data that the payload data and the foil gauge 34 that sensor 31 acquires measure.
A2: slowly filling the soil body from 4 lower end of ultra-long pile model upwards, when the soil body is filled to required simulation solution cavity 51
When at height, it is arranged cannulated sleeve 5 on the ultra-long pile model 4, makes the sleeve 5 is vertical to be placed on the soil body, continues
The soil body is filled, until forming the soil model completely with simulation solution cavity.
Position where sleeve 5 described in the soil model described in this way is the position simulated where solution cavity 51, utilizes institute
Sleeve 5 is stated to simulate the solution cavity in karst foundation.Before on-test, the basic physics of the complete soil body is obtained by soil test
Mechanical index.
Fig. 2 to Fig. 5 is please referred to, the embodiment provides moulds in a kind of karst area ultra-long pile buckling stability room
Overlength is simulated and studied to type experimental method using above-mentioned karst area ultra-long pile buckling stability indoor model experiments device
Stake karst area buckling stability, include the following steps,
B1: stake top vertical load is applied step by step to the ultra-long pile model 4 using the loading system；
B2: detecting the size of the load by the pressure sensor 31, uses first dial gauge 32 and described
Second dial gauge 33 measures settling amount and the horizontal displacement of stake top respectively, measures the ultra-long pile model using the foil gauge 34
The deformation data of 4 pile body；
B3: when the settling amount of the ultra-long pile model under certain grade of load action is less than 0.1mm/h, then it is assumed that the grade
Stabilization has been reached, has then applied next stage load until the ultra-long pile model 4 is destroyed, termination test draws foundation pile load-position
Curve is moved to analyze the buckling critical load of karst area ultra-long pile.
To allow maximum pile head settlement amount or horizontal displacement for test termination criteria, when the pile head settlement amount under certain grade of load
Greater than 5 times of pile head settlement amount under previous stage load or when Horizontal Displacement is up to 0.1 times of stake diameter, then show the ultra-long pile mould
Type 4 has been destroyed.
The present embodiment is simulated and is studied using 10 ultra-long pile models, is then analyzed under equal conditions commonly without molten
Ultra-long pile buckling critical load in the ground of hole and there are the difference of the buckling critical load of ultra-long pile in solution cavity ground, analysis overlength
The buckling critical load of stake and the qualitative relationships of karst foundation solution cavity quantity, the buckling critical load and karst region of analysis ultra-long pile
The qualitative relationships of the qualitative relationships of base solution cavity position and the buckling critical load of analysis ultra-long pile and karst foundation solution cavity size.
Referring to FIG. 2, specifically, being M0~M9 by 10 ultra-long pile model number consecutivelies, by No. M1 overlength
No. M2 ultra-long pile model embedment commonly without in solution cavity ground, is there is the soil model of simulation solution cavity by the embedment of stake model
In, the preferably No. M2 ultra-long pile model the soil model in have two simulation solution cavities setting up and down.
It analyzes under equal conditions commonly without the ultra-long pile buckling critical load in solution cavity ground by conventional method, passes through the rock
Molten area ultra-long pile buckling stability indoor model experiments method has bending for ultra-long pile in solution cavity ground to analyze under equal conditions
Bent critical load, by comparing, obtain equal conditions under commonly without in solution cavity ground ultra-long pile buckling critical load with have it is molten
The difference of the buckling critical load of ultra-long pile in the ground of hole.
Referring to FIG. 3, by No. M0 soil model of the ultra-long pile model embedment without simulation solution cavity, by M3 institute
Stating the embedment of ultra-long pile model has in the soil model of a simulation solution cavity, by there are two No. M4 ultra-long pile model embedments
It is logical using the karst area ultra-long pile buckling stability indoor model experiments method in the soil model for simulating solution cavity
M0, M3 and No. M4 ultra-long pile model are crossed to analyze the qualitative of the buckling critical load of ultra-long pile and karst foundation solution cavity quantity
Relationship.
Referring to FIG. 4, M5 and No. M6 ultra-long pile model to be also embedded to the soil of only one simulation solution cavity respectively
In body Model, but the simulation solution cavity position being embedded in the soil model of M3, M5 and No. M6 ultra-long pile model respectively
Difference is described super by M3, M5 and No. M6 using the karst area ultra-long pile buckling stability indoor model experiments method
Long stake model analyzes the buckling critical load of ultra-long pile and the qualitative relationships of karst foundation solution cavity position.
Referring to FIG. 5, M8 and No. M9 ultra-long pile model to be also embedded to the soil of only one simulation solution cavity respectively
In body Model, but the simulation solution cavity being embedded in the soil model of M5, M8 and No. M9 ultra-long pile model respectively is big
Small difference is passed through described in M5, M8 and No. M9 using the karst area ultra-long pile buckling stability indoor model experiments method
Ultra-long pile model analyzes the buckling critical load of ultra-long pile and the qualitative relationships of karst foundation solution cavity size.
The specification of M0~No. M9 ultra-long pile model and corresponding ground or soil model is referred to following table
To set:
L refers to that stake is long, and D refers to that a diameter, l refer to that the stake being buried in the earth is long, and n refers to the quantity of solution cavity in ground, and a refers to the vertical height of solution cavity
Degree, D1 refer to first solution cavity upper surface to the distance on soil body top, and D0 refers to the vertical range between adjacent solution cavity, and D2 refers to bottom
Solution cavity bottom to soil body the lowermost vertical range.
By the vertical load test of M1~No. M9 soil model, foundation pile load-displacement curve can be obtained, pass through reality
The pile shaft force and the side friction regularity of distribution of available M1~No. M9 soil model of pile body strain data, then root
It analyzes to obtain the buckling critical load of karst area ultra-long pile according to foundation pile load-displacement curve.
The technical solution that the embodiment of the present invention provides has the benefit that karst area overlength of the present invention
Stake buckling stability indoor model experiments device and method, being capable of the bending deformation to ultra-long pile in karst area easily and effectively
It is simulated, the part comparison of this experimental provision is common, and assembling is simple, and method is easy to operate, adaptable；This experimental method mould
The buckling stress and process of deformation and failure of ultra-long pile under karst foundation are intended, this experimental method qualitative analysis ultra-long pile buckling is critical
Solution cavity quantity, solution cavity size, the size relation of solution cavity position in load and simulation karst foundation, both can verify that model and practical work
The consistency of journey, and can verify that correctness and reasonability that theoretical formula derives, to carry out bending for karst area ultra-long pile later
Bent Theory of Stability analysis lays the foundation, and has important theory significance and engineering application value.
Herein, the nouns of locality such as related front, rear, top, and bottom are to be located in figure with components in attached drawing and zero
Part mutual position defines, only for the purpose of expressing the technical solution clearly and conveniently.It should be appreciated that the noun of locality
Use should not limit the claimed range of the application.
In the absence of conflict, the feature in embodiment and embodiment herein-above set forth can be combined with each other.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of karst area ultra-long pile buckling stability indoor model experiments device, it is characterised in that: including molten for simulating
The ultra-long pile model that the soil model of rock ground, part are embedded in the soil model connects the ultra-long pile with by plummer
The upper end of model further includes data collection system to provide the loading system of downward load, and the data collection system includes
The pressure sensor of the load for detecting the loading system offer on the plummer is set to loading bench use
In the first dial gauge of measurement settling amount, set on the ultra-long pile model for measuring the second dial gauge of horizontal displacement and setting
It is used to measure a large amount of foil gauges of the deformation data of pile body in the surface of the ultra-long pile model, every four foil gauges are one
Group is connected using full-bridge group bridge mode, and the output end of foil gauge described in the pressure sensor and every group is all connected with main controller, institute
It states and is equipped with one or more cavity for being used to simulate solution cavity in soil model, the ultra-long pile model passes through one or more
The cavity.
2. karst area ultra-long pile buckling stability indoor model experiments device as described in claim 1, it is characterised in that: institute
Soil model is stated with two layers, upper layer is clay, and lower layer is sandy soil, and the clay accounting is greater than the sandy soil accounting.
3. karst area ultra-long pile buckling stability indoor model experiments device as claimed in claim 2, it is characterised in that: institute
Stating loading system includes flat under(-)chassis, the removable and removable column for being set to the under(-)chassis straight up
With the reaction frame supported by the removable column, a jack connects the reaction frame and the loading bench, the loading bench with
The corresponding ultra-long pile model is relatively connected by connection, and the soil model is contained in model casing, and the model casing is located at
The upper surface of the under(-)chassis.
4. karst area ultra-long pile buckling stability indoor model experiments device as claimed in claim 2, it is characterised in that: institute
It is bottomless to state model casing, the sandy soil are directly supported by the under(-)chassis, the lower end of the ultra-long pile model and the bottom frame
Frame connection.
5. karst area ultra-long pile buckling stability indoor model experiments device as claimed in claim 2, it is characterised in that: institute
Stating model casing includes four steel ribs and four pieces of poly (methyl methacrylate) plates, has on each steel rib and is parallel to each other but opening direction is mutual
The opposite end of two vertical card slots, any machine glass plate is fastened on the respective card slot of two be oppositely arranged the steel rib
In, at least one poly (methyl methacrylate) plate is equipped with the graduated scale extended along the vertical direction, and the removable column is described with two
Model casing is between the two removable columns, and the lower end area of the model casing is equipped with drainage hole.
6. karst area ultra-long pile buckling stability indoor model experiments device as described in claim 1, it is characterised in that: institute
Stating ultra-long pile model includes the buried section for being embedded to the soil model and the exposing section being exposed at outside the soil model, and described the
Two dial gauges are set to the exposing section, and the plummer connects the exposing section.
7. a kind of construction method of karst area ultra-long pile buckling stability indoor model experiments device, it is characterised in that: including
Following steps,
A1: building loading system and is vertically arranged ultra-long pile model, and the loading system is made to connect the overlength by plummer
The upper end of stake model, is arranged pressure sensor and the first dial gauge for measuring settling amount, described on the loading bench
The second dial gauge for measuring the foil gauge of the deformation data of pile body and for measuring horizontal displacement is set on ultra-long pile model,
Every four foil gauges are one group and are connected using full-bridge group bridge mode, and foil gauge described in the pressure sensor and every group is made
Output end is all connected with main controller, and payload data and the institute of the pressure sensor acquisition are read and shown by the main controller
State the deformation data of foil gauge measurement；
A2: slowly filling the soil body from ultra-long pile model lower end upwards, when the soil body is filled to the height of required simulation solution cavity
When, it is arranged cannulated sleeve on the ultra-long pile model, makes the sleeve is vertical to be placed on the soil body, continues to fill up the soil body,
Until forming the soil model completely with simulation solution cavity.
8. the construction method of karst area ultra-long pile buckling stability indoor model experiments device as claimed in claim 7,
Be characterized in that: the soil model has two layers, and upper layer is clay, and lower layer is sandy soil, and the clay is located at the soil body mould
The middle part and top of type, the sandy soil are located at the lower part of the soil model, before filling the soil body, set institute according to test requirements document
It states the grain composition and water content of clay, and chooses and meet the sandy soil of experiment pine nut degree requirement and pass through before on-test
Soil test obtains the complete basic mechanics index of physics of the soil body.
9. a kind of karst area ultra-long pile buckling stability indoor model experiments method, it is characterised in that: using claim 1 to
6 described in any item karst area ultra-long pile buckling stability indoor model experiments devices, include the following steps,
B1: stake top vertical load is applied step by step to the ultra-long pile model using the loading system；
B2: detecting the size of the load by the pressure sensor, uses first dial gauge and second percentage
Table measures settling amount and the horizontal displacement of stake top respectively, and the deformation of the pile body of the ultra-long pile model is measured using the foil gauge
Data；
B3: when the settling amount of the ultra-long pile model under certain grade of load action is less than 0.1mm/h, then it is assumed that the grade has reached
Stablize, then applies next stage load until the ultra-long pile model is destroyed, it is bent to draw foundation pile load-displacement for termination test
Line analyzes the buckling critical load of karst area ultra-long pile.
10. karst area ultra-long pile buckling stability indoor model experiments method as claimed in claim 9, it is characterised in that:
To allow maximum pile head settlement amount or horizontal displacement is test termination criteria, when under certain grade of load pile head settlement amount be greater than it is previous
When 5 times of pile head settlement amount settling amount or Horizontal Displacement are up to 0.1 times of stake diameter under grade load, then show the ultra-long pile model
It has been destroyed.
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