CN108797660A - The experimental rig and test method of Collapsible Loess District Long-short Pile Group model - Google Patents

The experimental rig and test method of Collapsible Loess District Long-short Pile Group model Download PDF

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CN108797660A
CN108797660A CN201810754167.5A CN201810754167A CN108797660A CN 108797660 A CN108797660 A CN 108797660A CN 201810754167 A CN201810754167 A CN 201810754167A CN 108797660 A CN108797660 A CN 108797660A
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pile
model
test
long
short
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马天忠
朱彦鹏
杨校辉
栗慧珺
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Lanzhou University of Technology
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Lanzhou University of Technology
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00Testing foundations or foundation structures

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Abstract

The present invention relates to a kind of experimental rigs and test method of Collapsible Loess District Long-short Pile Group model, which includes babinet(1), Model Pile pedestal(2), long Model Pile(3)With short Model Pile(4), stake top power transmission cushion cap(5), pseudo-static test loading system and multiple test data inductive pick-up equipment and respective data receiver.The application of the present invention can overcome field test difficulty and numerical simulation study insufficient, realize different vertical loading conditions, effectively simulate stressing conditions of the Long-short Pile Group in loess soil layer, accurately reflect the corresponding bearer properties of different operating modes and deformation characteristic.Also, the present invention further comprises that horizontal addload frame etc. realizes the component that horizontal addload experiment is carried out to Model Pile, compensates for the deficiency of existing the type experiment, can study bearer properties and deformation characteristic when the horizontal load-bearing of pile body.

Description

The experimental rig and test method of Collapsible Loess District Long-short Pile Group model
Technical field
The present invention relates to Canal in Loess Area pile foundation modeling techniques field more particularly to a kind of Collapsible Loess District are long The experimental rig and test method of stub basic model.
Background technology
With the deep implementation of development of the West Regions, China western part Canal in Loess Area high-rise building engineering is increasing.However Western loess is mostly collapsible loess, and most construction projects can use pile foundation as high-rise building under this geological conditions Basis;In big thickness Canal in Loess Area Design of Foundation, for there are two or more layers soil layers can be used as an end in foundation soil The case where supporting course, saturated yielding minimum air velocity discontinuous especially for loess formation saturated yielding, according to the experiment determination of indoor collapsibility There is apparent waste using the long multi-column pier foundation for penetrating yellow soil horizon of collapsibility of stake in situations such as too conservative.It is analyzed based on Mud Thinner former Reason, using Deformation Control Design principle, the thinking that deformation, stub mainly provide bearing capacity is mainly controlled according to long stake, it is proposed that Use long-short-pile composite foundation as the basis of Canal in Loess Area high-rise building, wherein long-short pile is passed through with the pile body of Length discrepancy Upper load is transferred in foundation soil by different supporting courses, and the research about Long-short Pile Group focuses mostly in vertical load Stress deformation characteristic under operative condition, it is less for the research of horizontal Group Piles.
Existing Long-short Pile Group experimental study includes field test and numerical simulation.Since live stake is long, stake diameter all compares Larger, molding is more difficult and costly, so research mostly uses the method for numerical simulation to study the power of Long-short Pile Group Learn performance and deformation characteristic.But since whether the result of numerical simulation meets the actual loading and deformation feelings of Long-short Pile Group Condition will finally be verified by experiment and live actual effect, so usually passing through under the restriction of the above many factors Laboratory test replaces field test.
Currently, there has been no suitable experimental rigs can more gear to actual circumstances simulation reflection Long-short Pile Group at the scene In " model experiment of composite pile foundation with long and short piles " that actual loading situation, such as the huge China of bear et al. propose, experimental rig includes The square box for accommodating ground foundation simulation soil layer sand, length Model Pile made of hollow aluminum pipe, adds counterweight by reaction frame, lever The loading device of composition, pile strain element and data measurement system.
But, it has the disadvantages that:(1)Experiment is using hollow aluminum pipe as Model Pile, native rigidity ratio(Pile body with The relative rigidity of foundation soil)It is bigger than normal, so that stressing conditions and deformation characteristic in test result and pile body Practical Project is had certain inclined Difference;(2)Hardboard auxiliary positioning with holes is directly embedded in sand and used when pile body is embedding, ground foundation simulation soil layer Sand cannot provide stressing conditions realistic, for different supporting courses for pile body, and during artificial sand loading very The vertical position not to pile body is difficult to guarantee to have an impact, to it is difficult to ensure that bias does not occur for pile top load during the test, This seriously affects the accuracy of test data;(3)Loading device loads pile foundation using cast iron lever, lever and stake The contact position on basis is one flat hinged, and lever does not have lateral confinement device, is easy because basic heavy under load action The bias of load is dropped and is caused.The factor of load eccentricity is caused to also have as experiment stake pile body tilts, bearing sheet inclines during experiment Tiltedly and loading equipemtn causes.
Therefore, how effectively and stressing conditions of the simulation Long-short Pile Group in loess soil layer that gear to actual circumstances, accurately Reflect corresponding bearer properties and deformation characteristic, is the disaster that puzzlement researcher studies long-short pile for a long time Topic, and this problem how is effectively solved for Long-short Pile Group in the scientific research of Canal in Loess Area, engineer application and right There is important practical significance in the construction and development of Loess Area of Northwest China city high-rise building.
Invention content
Technical problem to be solved by the invention is to provide a kind of experiments of Collapsible Loess District Long-short Pile Group model Device and test method, to realize effective and stressing conditions of the simulation Long-short Pile Group in loess soil layer that gear to actual circumstances, Accurately reflect the purpose of corresponding bearer properties and deformation characteristic.
To solve the above problems, a kind of experimental rig of Collapsible Loess District Long-short Pile Group model of the present invention Including:
The babinet of top end opening, collapsible loess to be inserted;
Model Pile pedestal in the bottom of box is set;
The long Model Pile and short Model Pile being located at vertically when experiment on the Model Pile pedestal, the two are iron wire concrete-pile;
It is located at the stake top power transmission cushion cap of model stake top, the pseudo-static test of vertical loading force is provided to the stake top power transmission cushion cap Loading system;
And be uniformly located in model stake body resistance strain gage, be located between model stake top and the stake top power transmission cushion cap Vertical load sensor, be located at Model Pile and expose to displacement sensor at the collapsible loess discharge position, three with it is each From data receiver be connected;
Wherein, the Model Pile pedestal includes long Model Pile pedestal and short Model Pile pedestal, and two kinds of pedestals press default arrangement mode Distribution;Each pedestal includes the sleeve that lower end is located at the bottom of box, top end opening, be located at the spring of the sleeve inner with And it is located at the stake bottom cushion cap of the spring top;The horizontal resist forces system of the strength factor of the spring and default foundation soil supporting course Number is adapted.
In above-mentioned experimental rig, it is preferred that the experimental rig further includes the horizontal addload that there is pile body to press closer component Frame applies horizontal addload when use by horizontal addload mechanism in the pseudo-static test loading system to the horizontal addload frame Power;Horizontal load sensor is equipped between the horizontal addload frame and the horizontal addload mechanism.
In above-mentioned experimental rig, it is preferred that it is in semicircle hook solid that the pile body on the horizontal addload frame, which presses closer component,.
In above-mentioned experimental rig, it is preferred that the horizontal addload frame includes single pile loading frame, four loading frames or nine Loading frame.
In above-mentioned experimental rig, it is preferred that the long Model Pile and short Model Pile refer to by iron wire as vertical muscle, thin tied silk As tie hoop through iron wire concrete-pile made from filling concrete.
Correspondingly, the present invention also provides a kind of test methods of Collapsible Loess District Long-short Pile Group model, use Any of the above-described experimental rig, the test method include:
It is evenly arranged resistance strain gage on the pile body of long Model Pile and short Model Pile respectively, then puts two kinds of Model Piles respectively It is placed in corresponding Model Pile pedestal;
Under the premise of the bulk density and water content of soil around pile after ensureing to fill is consistent with natural collapsible loess, it is layered into babinet Collapsible loess material is filled, and makes the exposed segment length of model stake top;
Displacement sensor is installed in the revealed section of Model Pile, places vertical load sensor in model stake top, and described perpendicular Stake top power transmission cushion cap is placed on load transducer;
The babinet is placed on the supporting rack of the pseudo-static test loading system, system is loaded using the pseudo-static test The vertical load maintainer of system completes vertical load test, while acquiring corresponding real test data using data receiver, supplies Subsequent analysis uses.
In above-mentioned test method, it is preferable that complete using the vertical load maintainer of the pseudo-static test loading system After vertical load test, further include:
Horizontal addload frame is installed at model stake top upper position, applies 0.7 ~ 0.8 times of vertical limit in model stake top Then bearing capacity is completed horizontal addload using the horizontal addload mechanism of the pseudo-static test loading system and is tested, utilizes simultaneously The corresponding real test data of data receiver acquisition, uses for subsequent analysis.
In above-mentioned test method, it is preferable that in the placement in layers collapsible loess material into babinet, control compactness is 0.88 ~ 0.93, it is 8 ~ 10cm per layer thickness.
Compared with the prior art, the present invention has the following advantages:
1, mainly there are length Model Pile, Model Pile pedestal, stake top power transmission cushion cap and pseudo-static test in experimental rig of the present invention Loading system equipment, wherein(1)Length Model Pile is according to certain likelihood ratio(It is scaled)Iron wire concrete-pile, connect Nearly actual reinforced concrete pile situation;(2)Model Pile pedestal is made of sleeve, spring and stake bottom cushion cap, first, can be protected Verticality of model of a syndrome stake when embedding, in experimentation, and then ensure that bias does not occur for pile top load, secondly, varying strength The supporting course of the spring simulation Different Strata of coefficient, can simulate stake end difference work in the common soil layer such as boulder bed, sandstone, powder soil horizon The stress of pile body and deformation under condition, can reflect with relatively corresponding to reality pile body underground various stressing conditions;(3)Pseudo-static test Size, direction and the position of load, will not cause due to the application of vertical load when loading system ensures to apply vertical load Influence the accuracy of test result.
Therefore, experimental rig of the present invention can effectively and gear to actual circumstances simulation Long-short Pile Group in loess soil layer by Power situation accurately reflects corresponding bearer properties and deformation characteristic, this ensure that the accuracy of test data, Jin Erti The accuracy for the conclusion (of pressure testing) that test data analyzer obtains obtained by high later use, is Long-short Pile Group answering in Canal in Loess Area With theoretical foundation is provided, while the theory development of Long-short Pile Group is also promoted.
2, the present invention using in the test method of above-mentioned experimental rig, protect by the placement in layers collapsible loess material into babinet The bulk density and water content that card fills rear soil around pile is consistent with natural collapsible loess, long under the simulation that gears to actual circumstances actual conditions The soil around pile situation on stub basis.
3, apparatus of the present invention further comprise that horizontal addload frame etc. realizes the component that horizontal addload experiment is carried out to Model Pile, The deficiency for compensating for the experiment of existing the type can study bearer properties and deformation characteristic when the horizontal load-bearing of pile body.
Description of the drawings
Specific embodiments of the present invention will be described in further detail below in conjunction with the accompanying drawings.
Fig. 1 is three-dimensional structure schematic diagram provided in an embodiment of the present invention.
Fig. 2 is positive schematic view of facade structure provided in an embodiment of the present invention.
Fig. 3 is Model Pile schematic diagram of base structure provided in an embodiment of the present invention.
Fig. 4 is the structural schematic diagram of three kinds of horizontal addload framves provided in an embodiment of the present invention.
In figure:1-babinet, 2-Model Pile pedestals, 3-long Model Piles, 4-short Model Piles, 5-stake top power transmission cushion caps, 6-horizontal addload framves, 7-pile bodies press closer component;21-sleeves, 22-springs, 23-stake bottom cushion caps;6a-single pile loading frame, Tetra- loading frames of 6b-, nine loading frames of 6c-.
Specific implementation mode
With reference to figure 1 ~ 3, an embodiment of the present invention provides a kind of experiment of Collapsible Loess District Long-short Pile Group model dresses It sets, specifically includes babinet 1, Model Pile pedestal 2, long Model Pile 3 and short Model Pile 4, stake top power transmission cushion cap 5, pseudo-static test Loading system, the test data inductive pick-up end being made of resistance strain gage, vertical load sensor and displacement sensor and Respective data receiver, each data receiver receive test data and the operations such as are preserved, shown.
Babinet 1 is square case, and top end opening, frame is welded by angle steel, and side wall is organic using organic glass composition It is bolted between glass and angle steel, sealing is wherein filled using expansion glue at gap.Bottom plate is made of steel plate, angle steel Between weld, and bottom plate surrounding uniformly opens up several osculums.
Model Pile pedestal 2 divides for long Model Pile pedestal and short Model Pile pedestal, and two kinds of pedestals are pressed default arrangement mode and are arranged It is arranged in 1 bottom of babinet, such as according to " one is long and the other is short, in quincunx " form.Each pedestal includes that lower end is located at 1 bottom of babinet Portion, top end opening sleeve 21, the spring 22 being located inside sleeve 21 and the stake bottom cushion cap 23 for being located at the top of spring 22.
Specifically, a connecting plate is welded in 21 bottom of sleeve, and connecting plate is bolted with babinet 1, easy to disassemble and more It changes;22 bottom end of spring is welded on connection plate top surface, and stake bottom cushion cap 23 is welded on top, such as the steel bushing that sleeve 21 is diameter 70mm Cylinder, stake bottom cushion cap 23 is the groove type steel cushion cap that internal diameter is 70mm, one section of top end opening of the stake bottom cushion cap 23 apart from sleeve 21 Length can ensure stability and verticality after Model Pile is inserted into this way.The strength factor of spring 22 is held with default foundation soil The static horizontal loading test of power layer is adapted, specific value according to《Technical code for building pile foundation》(JGJ94-2008)Middle foundation soil water Flat resistance coefficient, which calculates, to be determined, the strength factor calculation formula of spring 22 is k=mb (hp- x), wherein m is that the level of power layer is anti- Force coefficient, b are the equivalent width of stake, hpFor the buried depth of stake, x is the distance that stake bottom distance calculates point.
Long Model Pile 3 and short Model Pile 4 are iron wire concrete-pile, can be used as by iron wire and indulge muscle, thin tied silk as spiral Stirrup is made through filling concrete, such as:Selected the pvc pipe of corresponding length, use a diameter of according to the length of long and short Model Pile 4, the iron wire of 4mm is positioned over pvc pipe surrounding, is fixed by thin tied silk interval 30mm, and muscle is indulged using iron wire as Model Pile, Then with thin tied silk interval 25mm around wire mesh cage, for thin tied silk as Model Pile tie hoop, the wire mesh cage of formation is a diameter of 50mm;Then then pvc pipe side is cut through thin tied silk and adhesive tape ring around binding, pvc pipe is reusable, finally by iron Silk cage is positioned over concrete perfusion in pvc pipe and forms pile body, shelves 2d and removes pvc pipe later and conserve.
Stake top power transmission cushion cap 5 is steel plate, passes through machine driving with the vertical load maintainer of pseudo-static test loading system It is connected, when experiment, stake top power transmission cushion cap 5 is located at model stake top, to realize the vertical load test to Model Pile.
Resistance strain gage is uniformly located in model stake body, when experiment needs to draw in two conducting wires of resistance strain gage, It is connected to static strain testing system, concrete operations refer to the prior art.Vertical load sensor is located at model stake top Between stake top power transmission cushion cap 5, displacement sensor is located at Model Pile and exposes at collapsible loess discharge position.
Above-mentioned resistance strain gage is used to incude and acquire the data of reflection model stake body stress and deformation extent, vertical to carry For lotus sensor for incuding and acquiring the data for reflecting vertical bearing capacity, displacement sensor is heavy for incuding and acquiring reflection stake top The data of drop amount, three use collected data transmission to corresponding data receiver for subsequent analysis.
Wherein, pseudo-static test loading system is common loading system in current pseudo-static test, and pseudo-static test is again Claim Low-cycle Test, refers to the slow test for applying multiple reciprocation cycle effect to structure or structural elements, be to make knot Structure or structural elements repeat to load and the process of unloading in positive and negative both direction, usually to simulate earthquake when structure back and forth shaking Loading characteristic and deformation characteristics in dynamic.This method is effect when acquiring structural vibration with static(al) method, because referred to herein as pseudo- Slow test or pseudo-static experimental.Pseudo-static test loading system includes vertical load maintainer and horizontal addload mechanism.
In practical application, data receiver corresponding with resistance strain gage is static strain testing system, is also referred to as Statical strain indicator.Statical strain indicator refers in the case that nondestructive, is carried out to non electrical quantities such as the deformations of load and material of structure The instrument of electrical measurement.
With reference to figure 4, based on experimental rig disclosed in above-described embodiment, in an alternative embodiment of the invention, present invention experiment Device further comprises the horizontal addload frame 6 being connected with horizontal addload mechanism in pseudo-static test loading system, horizontal addload There is frame 6 pile body to press closer component 7, and horizontal load sensor, the horizontal load sensor are equipped between horizontal addload mechanism For incude and acquire reflection horizontal bearing amount data and send data to corresponding data receiver, for subsequent analysis It uses.
It is in semicircle hook solid that pile body on horizontal addload frame 6, which presses closer component 7, and the diameter of semicircle crotch is mutually fitted with pile body diameter It answers, it is to be understood that the opening of semicircle crotch is consistent with the direction that horizontal force applies.As needed, horizontal addload frame 6 can be with To correspond to the loading frame of piles with different quantity, than single pile loading frame 6a as shown in Figure 4, four loading frame 6b and nine loading frames 6c.In practical applications, 6 frame body of horizontal addload frame can be formed by reinforcement welding, and then installation requirements uniformly divide semicircle crotch Cloth is welded on frame body.It can be studied by different program simulation single piles, four clump of piles, several different operating modes of nine clump of piles based on this The bearer properties of the regularity of distribution and pile foundation of pile side friction under soil around pile heterogeneous deformation.
Based on experimental rig disclosed in the various embodiments described above, a kind of collapsibility is accordingly disclosed in yet another embodiment of the invention The test method of Canal in Loess Area Long-short Pile Group model, specifically comprises the following steps:
(1)It is evenly arranged resistance strain gage on the pile body of long Model Pile 3 and short Model Pile 4 respectively, then by two kinds of Model Piles It is respectively placed in corresponding Model Pile pedestal 2.
(2)Under the premise of the bulk density and water content of soil around pile after ensureing to fill is consistent with natural collapsible loess, toward case Placement in layers collapsible loess material in body 1, and make the exposed segment length of model stake top.
Wherein, collapsible loess material refers to by collapsible loess the soil around pile obtained after crushing, sieving, immersion, stirring and fills out Material.In the placement in layers collapsible loess material into babinet 1, control compactness is 0.88 ~ 0.93, is 8 ~ 10cm per layer thickness. For example, starting paving when filling out, filled out according to every layer of virtual resurfacing thickness 10cm place Min layers, keeps the height of drop of every layer of soil around pile consistent, with Ensure the uniformity of the soil body, often paving completes into half storey height and flattened, is closely knit, repaves and fills out next layer and flattened, is closely knit. To ensure the compactness 0.90 of pile peripheral earth during the soil layer of soil around pile paving is filled out, finally by the soil around pile soil body sample into The test of row compacting factor.Soil around pile paving completes finish after Model Pile have exposed a bit of, such as 10cm.
(3)Displacement sensor is installed in the revealed section of Model Pile, in model stake top placement vertical load sensor, and Stake top power transmission cushion cap 5 is placed on vertical load sensor.
When practical set, displacement sensor is disposed in Model Pile revealed section, then places vertical load in model stake top Sensor it is levelling can to set sand hill during this, finally on a sensor in vertical load sensor and model stake top pad Place stake top power transmission cushion cap 5 in side.
(4)Babinet 1 is placed on the supporting rack of pseudo-static test loading system, utilizes pseudo-static test loading system Vertical load maintainer completes vertical load test, while acquiring corresponding real test data using data receiver, for follow-up Analysis uses.
When actual tests, need first to debug each equipment to ensure all devices normal operation, the babinet 1 that then will be filled It is moved on the supporting rack of pseudo-static test loading system and proceeds by vertical load test, vertical load is using digital display hydraulic pressure Vertical jack adds load, solves not ensureing that load is stablized because of pile foundation settlement after vertically load continues for some time with this The problem of.
Correspondingly, after completing vertical load test using the vertical load maintainer of pseudo-static test loading system, also Include the following steps:
(5)Horizontal addload frame 6 is installed at model stake top upper position, applies 0.7 ~ 0.8 times vertically in model stake top Then ultimate bearing capacity utilizes the horizontal addload mechanism of pseudo-static test loading system to complete horizontal addload and tests, utilizes simultaneously The corresponding real test data of data receiver acquisition, uses for subsequent analysis.
Specifically, after vertical load test, can according to single pile load, four load and nine load respectively into Row horizontal addload is tested.By taking four horizontal addload 6b as an example, after the completion of waiting for vertical load test, apply 0.8 in model stake top Under the effect of times ultimate vertical bearing capacity, upper position installs four horizontal addload frame 6b at the top of Model Pile, tight with half a month crotch Backform type stake top portion leans on subsequent point position, level jack that power is passed to horizontal addload frame by machine driving.Pseudo-static test loads Horizontal load sensor is equipped between the level jack and horizontal addload mechanism of system.
During actual load test, for vertically loading the load operation itself with horizontal addload above, in addition to Content mentioned above, other contents refer to the prior art.But, quickly, directly for ease of those skilled in the art Understand this programme content, some operating process illustrated below.For example, under should meeting during specific load, unloading test Row regulation:
(1)Every grade of load is surveyed the pile head settlement amount for reading Model Pile by the 5th, 10,15,30,45,60min after applying, later every 30min reads primary.
(2)The opposite stability criterion of Model Pile sedimentation:Pile head settlement amount in per 1h is no more than 0.1mm, and continuously occurs two It is secondary(Since 30min after every grade of load application, calculated by 3 times or 3 times or more the settlement observation values per 30min).
(3)When pile head settlement rate reaches opposite stability criterion, then apply next stage load.
(4)When unloading, every grade of load maintains 1h, and the pile head settlement amount for reading Model Pile is surveyed by the 5th, 15,30,60min;Unloading To after 0, answer the stake top residual settlement amount of measure model stake, hold time as 3h, estimate the time be 5,15,30min, later every 30min, which is surveyed, to be read once.
When there are following situations for the moment, load can be terminated:
(1)Under certain grade of load action, the pile head settlement amount of Model Pile is more than 5 times of settling amount under previous stage load action.
(2)Under certain grade of load action, the pile head settlement amount of Model Pile is more than 2 times of settling amount under previous stage load action, And through stability criterion has not yet been reached for 24 hours.
(3)When load-sedimentation(Q-S)By can determine that the steep drop section of ultimate bearing capacity on curve, and the stake top of Model Pile is total Settling amount is more than 40mm.
Technical solution provided by the present invention is described in detail above.Specific case used herein is to this hair Bright principle and embodiment is expounded, the explanation of above example is only intended to help understand the present invention method and its Core concept.It should be pointed out that for those skilled in the art, in the premise for not departing from the principle of the invention Under, it can be with several improvements and modifications are made to the present invention, these improvement and modification also fall into the protection of the claims in the present invention In range.

Claims (8)

1. a kind of experimental rig of Collapsible Loess District Long-short Pile Group model, which is characterized in that the experimental rig includes:
The babinet of top end opening, collapsible loess to be inserted(1);
It is arranged in the babinet(1)The Model Pile pedestal of bottom(2);
The Model Pile pedestal is located at when experiment vertically(2)On long Model Pile(3)With short Model Pile(4), the two is iron wire Concrete-pile;
It is located at the stake top power transmission cushion cap of model stake top(5), to the stake top power transmission cushion cap(5)The puppet for providing vertical loading force is quiet Power plate test loading system;
And be uniformly located in model stake body resistance strain gage, be located at model stake top and the stake top power transmission cushion cap(5) Between vertical load sensor, be located at Model Pile and expose to displacement sensor at the collapsible loess discharge position, three It is connected with respective data receiver;
Wherein, the Model Pile pedestal(2)Including long Model Pile pedestal and short Model Pile pedestal, two kinds of pedestals press default arrangement side Formula is distributed;Each pedestal includes that lower end is located at the babinet(1)Bottom, top end opening sleeve(21), it is located at the sleeve (21)Internal spring(22)And it is located at the spring(22)The stake bottom cushion cap at top(23);The spring(22)Intensity system The static horizontal loading test of number and default foundation soil supporting course is adapted.
2. experimental rig as described in claim 1, which is characterized in that the experimental rig further includes pressing closer component with pile body (7)Horizontal addload frame(6), when use by horizontal addload mechanism in the pseudo-static test loading system to described horizontal plus Carrier(6)Apply horizontal loading forces;The horizontal addload frame(6)Horizontal load is equipped between the horizontal addload mechanism to sense Device.
3. experimental rig as claimed in claim 2, which is characterized in that the horizontal addload frame(6)On pile body press closer component (7)In semicircle hook solid.
4. experimental rig as claimed in claim 3, which is characterized in that the horizontal addload frame(6)Including single pile loading frame (6a), four loading frames(6b)Or nine loading frames(6c).
5. such as Claims 1-4 any one of them experimental rig, which is characterized in that the long Model Pile(3)With short Model Pile (4)Refer to be used as by iron wire and indulges muscle, thin tied silk as tie hoop through iron wire concrete-pile made from filling concrete.
6. a kind of test method of Collapsible Loess District Long-short Pile Group model, which is characterized in that using described in claim 1 Experimental rig, which includes:
Respectively in long Model Pile(3)With short Model Pile(4)Pile body on be evenly arranged resistance strain gage, then by two kinds of Model Piles It is respectively placed in corresponding Model Pile pedestal(2)In;
Under the premise of the bulk density and water content of soil around pile after ensureing to fill is consistent with natural collapsible loess, toward babinet(1)In Placement in layers collapsible loess material, and make the exposed segment length of model stake top;
Displacement sensor is installed in the revealed section of Model Pile, places vertical load sensor in model stake top, and described perpendicular Stake top power transmission cushion cap is placed on load transducer(5);
By the babinet(1)It is placed on the supporting rack of the pseudo-static test loading system, is added using the pseudo-static test The vertical load maintainer of loading system completes vertical load test, while acquiring corresponding real experiment number using data receiver According to for subsequent analysis use.
7. test method as claimed in claim 6, which is characterized in that utilizing the vertical of the pseudo-static test loading system After load maintainer completes vertical load test, further include:
By horizontal addload frame(6)It is installed at model stake top upper position, applies 0.7 ~ 0.8 times of vertical pole in model stake top Bearing capacity is limited, then horizontal addload is completed using the horizontal addload mechanism of the pseudo-static test loading system and tests, while profit Corresponding real test data is acquired with the data receiver, is used for subsequent analysis.
8. test method as claimed in claim 6, which is characterized in that in past babinet(1)Middle placement in layers collapsible loess material When, control compactness is 0.88 ~ 0.93, is 8 ~ 10cm per layer thickness.
CN201810754167.5A 2018-07-11 2018-07-11 The experimental rig and test method of Collapsible Loess District Long-short Pile Group model Pending CN108797660A (en)

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CN112854323A (en) * 2021-02-04 2021-05-28 太原理工大学 Device and method for testing bearing capacity of multiple rows of group columns under single-shaft loading of inclined goaf
CN112858013A (en) * 2021-02-04 2021-05-28 太原理工大学 Device and method for testing tensile resistance of multiple rows of grouped columns in inclined goaf
CN112858633A (en) * 2021-01-14 2021-05-28 三门峡职业技术学院 Large-thickness collapsible loess humidifying deformation experimental device
CN112881191A (en) * 2021-02-04 2021-06-01 太原理工大学 Device and method for testing loading capacity of multi-row group column single bearing in horizontal goaf
CN112903461A (en) * 2021-02-04 2021-06-04 太原理工大学 Device and method for testing multi-row group column uniaxial bearing capacity of goaf under influence of disturbance
CN115748791A (en) * 2022-11-16 2023-03-07 中国能源建设集团广东省电力设计研究院有限公司 Collapsible loess area pile foundation structure and construction method thereof

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CN110258667A (en) * 2019-07-02 2019-09-20 太原理工大学 A kind of experimental rig of Collapsible Loess District Long-short Pile Group model
CN111441396A (en) * 2020-06-04 2020-07-24 中国石油大学(华东) Vertical cyclic load loading test device for sedimentation test of storage tank group pile foundation
CN112858633A (en) * 2021-01-14 2021-05-28 三门峡职业技术学院 Large-thickness collapsible loess humidifying deformation experimental device
CN112854323A (en) * 2021-02-04 2021-05-28 太原理工大学 Device and method for testing bearing capacity of multiple rows of group columns under single-shaft loading of inclined goaf
CN112858013A (en) * 2021-02-04 2021-05-28 太原理工大学 Device and method for testing tensile resistance of multiple rows of grouped columns in inclined goaf
CN112881191A (en) * 2021-02-04 2021-06-01 太原理工大学 Device and method for testing loading capacity of multi-row group column single bearing in horizontal goaf
CN112903461A (en) * 2021-02-04 2021-06-04 太原理工大学 Device and method for testing multi-row group column uniaxial bearing capacity of goaf under influence of disturbance
CN112858013B (en) * 2021-02-04 2023-10-24 太原理工大学 Device and method for testing tensile resistance of multi-row group columns in inclined goaf
CN112903461B (en) * 2021-02-04 2024-04-19 太原理工大学 Device and method for testing single-axis bearing capacity of multiple rows of group columns of goaf under influence of disturbance
CN112881191B (en) * 2021-02-04 2024-04-19 太原理工大学 Device and method for testing single-axis bearing capacity of multi-row group columns in horizontal goaf
CN115748791A (en) * 2022-11-16 2023-03-07 中国能源建设集团广东省电力设计研究院有限公司 Collapsible loess area pile foundation structure and construction method thereof
CN115748791B (en) * 2022-11-16 2023-09-26 中国能源建设集团广东省电力设计研究院有限公司 Collapsible loess area pile foundation structure and construction method thereof

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