CN107476359A - A kind of lamination shear model box for simulating Visco-spring Boundary - Google Patents
A kind of lamination shear model box for simulating Visco-spring Boundary Download PDFInfo
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- CN107476359A CN107476359A CN201710813050.5A CN201710813050A CN107476359A CN 107476359 A CN107476359 A CN 107476359A CN 201710813050 A CN201710813050 A CN 201710813050A CN 107476359 A CN107476359 A CN 107476359A
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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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Abstract
The invention discloses a kind of lamination shear model box for simulating Visco-spring Boundary, belong to civil engineering structure vibration test field；The casing of the lamination shear model box is equidistantly formed by stacking using N layer rectangular steel tube frameworks, and every layer of square steel frame is welded to each other by four rectangular steel tubes and formed；In the square steel frame of adjacent two layers, three stainless billets are equidistantly welded between the upper surface of the square steel frame in lower surface and lower floor of the square steel frame in upper strata；The orthogonal V-type groove of three independences and direction is milled with stainless billet, the V-arrangement angle of bottom land is 90 °, and some steel balls are placed in each groove, to form the strong point slidably；Two circular steel columns and gooseneck are installed respectively along casing longitudinal direction both sides.Model casing can be according to the rigidity and damped coefficient of the soil nature regulating box of various soil mass, earthquake response that can be preferably under simulation different soil or stratified soil site condition.
Description
Technical field
The present invention relates to the lamination shear model box that Visco-spring Boundary can be simulated in a kind of shaketalle test, model casing can root
According to the rigidity and damped coefficient of the soil nature regulating box of various soil mass, moved with reaching the reduction soil body to greatest extent under geological process
The purpose of power reaction, belongs to civil engineering structure vibration test field.
Background technology
In underground structure vibration bench test, typically structure (such as tunnel and subway station) and Rock And Soil can together be placed
In in model casing, in the hope of reaching the effect of underground structure earthquake response in simulation actual formation.However, because model casing volume is non-
It is often limited so that when seimic wave propagation to cabinet wall, casing itself will form stronger back wave and scattering to seismic wave
Ripple, this is that the actual conditions propagated to unlimited distance are not inconsistent with seismic wave, thus the model clay in conventional model case is when impulsing
The free-field condition in prototype place can not be simulated well, influence the reliability of result of the test.One preferable model casing should expire
Foot is claimed below：
(1) rational boundary condition, the seismic response character of prototype Site Soil can be simulated by making every effort to the model clay in casing；
(2) make the natural frequency of vibration of model casing away from the natural frequency of vibration of model clay, avoid the two that resonance occurs and influences data
Accuracy；
(3) meet vibration table surface size and requirement for bearing capacity, and free lifting can be carried out；
(4) mold box configuration is firmly and connection is reliable, avoids casing that unstable failure occurs during exciting.
At present, in shaketalle test, conventional model casing mainly includes rigid box and the shearing class of case two.For this two classes mould
Molding box, during analysis, it is to separate to generally assume that soil-structure model and model casing, thus it is believed that soil-structure model is by mould
The Rock And Soil and underground structure that molding box border surrounds, model casing itself is for semi-infinite foundation beyond image study scope to research
In the range of Rock And Soil medium effect of contraction.But in fact, when soil-structure model and model casing impulse on a vibration table, it
Be an entirety, it should the system is considered as the superstructure above foundation soil to be analyzed, now, on vibration table surface
When input-to-state stabilization impulses, soil-structure-acceleration caused by model casing system will play decisive work to the dynamic response of its own
With (when particularly model casing is using rigid box and shearing case), and then cause the system that the overall position of similar rigid motion occurs
Move, the reaction and the earthquake response of true soil layer-underground structure are entirely different.In fact, under geological process, soil layer-underground knot
The reaction of structure is determined by the speed and displacement of seismic wave, the inertia force influence very little on the contrary as caused by acceleration.Therefore, grind
Study carefully a kind of influence for slackening seismic wave acceleration, the fully simulated New-type mould molding box of influence for protruding seimic wave velocity and displacement is very
Significant.
The content of the invention
It is an object of the invention to propose a kind of to simulate cutting for Visco-spring Boundary, prominent seimic wave velocity and Influence of Displacement
Model casing is cut, simultaneously, it is desirable to which the model casing can adjust the rigidity of itself and damped coefficient according to soil capability difference, so as to mould
Intend the earthquake response under different soil or stratified soil site condition.
To achieve these goals, the technical solution adopted by the present invention is：
A kind of lamination shear model box for simulating Visco-spring Boundary, the casing of the lamination shear model box use N layer sides
Shape steel framework is equidistantly formed by stacking, and N is for integer and more than or equal to 1；Every layer of square steel frame is mutual by four rectangular steel tubes 4
It is welded, square steel frame and the bottom plate 8 of casing bottom are fixed by high-strength bolt；In the square steel frame of adjacent two layers, on
Three stainless billets are equidistantly welded between the upper surface of the square steel frame in lower surface and lower floor of the square steel frame of layer
11；The orthogonal V-type groove 9 of three independences and direction is milled with stainless billet 11, the V-arrangement angle of bottom land is 90 °, each recessed
Some steel balls 10 are placed in groove, to form the strong point slidably；Two circular steels are installed respectively along casing longitudinal direction both sides
Column 2 and gooseneck 1, one bearing 3 is installed at interval of one-layer square steel frame on two circular steel columns 2, bearing 3 with it is square
The outer surface of steel pipe 4 is tangent, while is firmly connected together by ribs 5 between column 2；In the thick silicon of cabinet wall lining 4mm
Matter rubber membrane, the outer surface of rectangular steel tube framework are disposed with the spring 6 and damper 7 that can freely dismantle, and parameter visually tests institute
Foundation soil can be selected arbitrarily.
The system that girder steel 1, steel column 2 and bearing 3 form ensures the stability of model casing, prevents from inclining during its vibrations
Cover or reverse.
Spring 6 and damper 7 are arranged along every layer of rectangular steel tube frame space.
The spring 6 and damper 7 arranged between upper and lower square steel framework, can simulate Visco-spring Boundary, also can be anti-
Reflect the speed of model system and control action that displacement is reacted Soil Layer During An Earthquake.
The surrounding corner of bottom plate 8 is milled with hole for hoist.
During assembling, the Free Transform amount of spring 6 and damper 7 is more than the maximum shear deflection of model casing.
The slidably system that V-type groove 9, steel ball 10 and stainless billet 11 form is free under the effect of impulsing
In level to slip.
The invention has the advantages that and advantage：Impulse under effect, rectangular steel tube steel ball formed can be free
Moved horizontally on the strong point of slip, deformation increases successively from bottom to top, makes detrusion occurs between each Rotating fields；Above and below casing
Detachable, customized parameter the damper and spring assembly set between square frame so that the soil body-underground structure-model casing
The dynamic response of system protrudes and embodies speed and the control action of displacement, meanwhile, the setting can also reflect between layer soil body up and down
Interaction；Siliceous rubber can absorb the back wave formed during seimic wave propagation on wall box and scattering well
Ripple.The device operation principle understands, installation operation is convenient, the earthquake mechanism for testing to obtain with being actually consistent, can meet to carry out it is native-
The needs of underground structure system shaketalle test.
Brief description of the drawings
Fig. 1 is model casing device axonometric drawing in embodiment；
Fig. 2 is model casing setting plane in embodiment；
Fig. 3 is model case apparatus front elevation view in embodiment；
Fig. 4 is model casing device side elevational view in embodiment；
Fig. 5 is column and girder steel connection diagram；
Fig. 6 is V-type groove and steel ball axonometric drawing；
Fig. 7 is spring axonometric drawing and pictorial diagram；
Fig. 8 is damper shaft mapping and pictorial diagram.
In figure：1st, girder steel, 2, steel column, 3, bearing, 4, rectangular steel tube, 5, ribs, 6, spring, 7, damper, 8, bottom
Plate, 9, V-type groove, 10, steel ball, 11, stainless billet.
Embodiment
The present invention is further illustrated by way of example and in conjunction with the accompanying drawings.
Fig. 1 to Fig. 8 is a kind of one embodiment for the novel laminated shear model box device for simulating Visco-spring Boundary
Structural representation, the novel laminated shear model box device of Visco-spring Boundary can be simulated.
The appearance and size of model clay case is length × width × height=2.5m × 1.4m × 1.38m in the present embodiment, its aspect knot
Structure is rectangular steel tube closed frame 4, and casing is equidistantly formed by stacking using 14 layers of rectangular steel tube framework, as shown in figure 1, every layer of steel
Framework 4 is formed by the square steel pipe welded that four cross sections are 80mm × 80mm, wall thickness is 3mm, and bottom steel frame is logical with bottom plate 8
Cross high-strength bolt to fix, the relevant position of the lower surface of upper strata steel frame and the upper surface of lower floor's steel frame welds three at equal intervals
The stainless billets 11 of piece 200mm × 70mm × 10mm, then the orthogonal V-type groove of three independences and direction is milled out on backing plate
9, the V-arrangement angle of bottom land is 90 °, and some a diameter of 14.14mm steel ball 10 is placed in each groove, can be with free skating with formation
The dynamic strong point；Then, two circular steel columns 2 and gooseneck 1 are installed respectively along casing longitudinal direction both sides, every in two root posts
One bearing 3 is installed, it is ensured that the outer surface of bearing 3 and framework 4 is tangent, while passes through reinforcement between column 2 on alternating floor square bearer
Rib 5 firmly connects together the two；Afterwards, in siliceous rubber membrane thick cabinet wall lining 4mm, front and rear steel frame outer surface cloth
The spring 6 and damper 7 that can freely dismantle are put, visually experiment foundation soil used is arbitrarily adjusted its parameter；Finally, in bottom plate four
All corners mill out hole for hoist, complete the making of model casing.During assembling, the Free Transform amount of spring and damper should be slightly bigger than model
The maximum shear deflection of case.
Embedding soil thickness is used to carry out free field test as model foundation soil for 1.2m Extra-fine sand.Acceleration in soil
The position of laser displacement gauge in the arrangement and casing of sensor (alphabetical A is represented).
Under vibration table surface input 0.3g Shifang anise ripple effect, measuring point at model ground earth's surface and 0.25m buried depths
Acceleration-time curve；Table top inputs under 0.1g, 0.3g and 0.5g Shifang anise ripple effect respectively, and laser displacement measuring point J1~
The horizontal displacement value at J12 a certain moment during left swing, right pendular oscillation.
No matter parallel to direction of excitation, direction of excitation, same each measuring point acceleration-time curve of depth are also perpendicular to
It is almost consistent, model casing boundary effect very little, its adverse effect brought can be neglected；Model foundation soil happens is that from bottom to top
Detrusion, it is coincide preferably with actual.
Claims (7)
- A kind of 1. lamination shear model box for simulating Visco-spring Boundary, it is characterised in that：The casing of the lamination shear model box Equidistantly it is formed by stacking using N layer rectangular steel tube frameworks, N is for integer and more than or equal to 1；Every layer of square steel frame is square by four Steel pipe (4), which is welded to each other, to be formed, and the square steel frame of casing bottom is fixed with bottom plate (8) by high-strength bolt；Adjacent two layers side In shape steel frame, three are equidistantly welded between the upper surface of the square steel frame in lower surface and lower floor of the square steel frame in upper strata The stainless billet of piece (11)；The orthogonal V-type groove (9) of three independences and direction, bottom land are milled with stainless billet (11) V-arrangement angle be 90 °, some steel balls (10) are placed in each groove, to form the strong point slidably；Along casing longitudinal direction two Two circular steel columns (2) and gooseneck (1) are installed in side respectively, at interval of one-layer square steel framework on two circular steel columns (2) Frame installs a bearing (3), and the outer surface of bearing (3) and rectangular steel tube (4) is tangent, while passes through ribs (5) between column (2) Firmly connect together；In the thick siliceous rubber membranes of cabinet wall lining 4mm, the outer surface of rectangular steel tube framework is disposed with can be freely The spring (6) and damper (7) of dismounting, visually experiment foundation soil used can be selected arbitrarily parameter.
- A kind of 2. lamination shear model box for simulating Visco-spring Boundary according to claim 1, it is characterised in that：Girder steel (1), the system of steel column (2) and bearing (3) composition ensures the stability of model casing, prevents from toppling or turning round during its vibrations Turn.
- A kind of 3. lamination shear model box for simulating Visco-spring Boundary according to claim 1, it is characterised in that：Spring (6) arranged with damper (7) along every layer of rectangular steel tube frame space；.
- A kind of 4. lamination shear model box for simulating Visco-spring Boundary according to claim 1, it is characterised in that：Up and down The spring (6) and damper (7) arranged between rectangular steel tube framework, can simulate Visco-spring Boundary, can also reflect model The control action that the speed of system and displacement are reacted Soil Layer During An Earthquake.
- A kind of 5. lamination shear model box for simulating Visco-spring Boundary according to claim 1, it is characterised in that：Bottom plate (8) surrounding corner is milled with hole for hoist.
- A kind of 6. lamination shear model box for simulating Visco-spring Boundary according to claim 1, it is characterised in that：Assembling When, the Free Transform amount of spring (6) and damper (7) is more than the maximum shear deflection of model casing.
- A kind of 7. lamination shear model box for simulating Visco-spring Boundary according to claim 1, it is characterised in that：V-type The slidably system of groove (9), steel ball (10) and stainless billet (11) composition is free in water under the effect of impulsing Put down to slip.
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| CN201710813050.5A CN107476359A (en) | 2017-09-11 | 2017-09-11 | A kind of lamination shear model box for simulating Visco-spring Boundary |
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| CN201710813050.5A CN107476359A (en) | 2017-09-11 | 2017-09-11 | A kind of lamination shear model box for simulating Visco-spring Boundary |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107941445A (en) * | 2018-01-08 | 2018-04-20 | 大连理工大学 | A kind of unidirectional shear model box for shaketalle test |
| CN108426693A (en) * | 2018-02-13 | 2018-08-21 | 建研地基基础工程有限责任公司 | A kind of assembled lamination shearing case |
| CN108489693A (en) * | 2018-02-13 | 2018-09-04 | 建研地基基础工程有限责任公司 | A kind of assembled model clay case of simulation Visco-spring Boundary |
| CN108614073A (en) * | 2018-04-10 | 2018-10-02 | 同济大学 | Consider the two-wire track bed reduced scale test model system of boundary effect |
| CN109632228A (en) * | 2019-01-12 | 2019-04-16 | 天津大学 | A kind of equivalent shear beam model casing system of controllable wall stiffness |
| CN109668796A (en) * | 2019-02-01 | 2019-04-23 | 华侨大学 | A kind of dual U-shaped laminar shear box analog device and test method |
| CN110186635A (en) * | 2019-06-26 | 2019-08-30 | 中国水利水电科学研究院 | A kind of adjustable centrifuge test model box for vibrating table of dynamic characteristics |
| CN111024348A (en) * | 2019-11-25 | 2020-04-17 | 江苏科技大学 | Bidirectional layered shearing model box device and using method thereof |
| CN111855120A (en) * | 2020-07-28 | 2020-10-30 | 广西大学 | Suspended layered shearing model box device |
| CN112683475A (en) * | 2020-12-28 | 2021-04-20 | 武汉理工大学 | Semitransparent shearing model box for seismic vibration table model test |
| CN113848026A (en) * | 2021-10-08 | 2021-12-28 | 天津大学 | Waterproof viscoelastic boundary constraint underwater multipoint earthquake input shearing box |
| CN114354108A (en) * | 2021-12-16 | 2022-04-15 | 广州市高速公路有限公司 | Boundary buffering energy-dissipating pile foundation vibrating table test device and adjusting method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001296202A (en) * | 2000-04-17 | 2001-10-26 | Kajima Corp | Sheared soil tank and shear deformation reproducing device |
| CN201173884Y (en) * | 2008-01-17 | 2008-12-31 | 同济大学 | Large-sized laminar shearing mold case device for underground structure jigging platform test |
| CN204374010U (en) * | 2014-12-25 | 2015-06-03 | 西南交通大学 | A kind of top-loaded system of shaking table lamination shear test soil case |
| CN106522286A (en) * | 2016-10-11 | 2017-03-22 | 黑龙江省地震局 | Large soil-structure interaction test box |
-
2017
- 2017-09-11 CN CN201710813050.5A patent/CN107476359A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001296202A (en) * | 2000-04-17 | 2001-10-26 | Kajima Corp | Sheared soil tank and shear deformation reproducing device |
| CN201173884Y (en) * | 2008-01-17 | 2008-12-31 | 同济大学 | Large-sized laminar shearing mold case device for underground structure jigging platform test |
| CN204374010U (en) * | 2014-12-25 | 2015-06-03 | 西南交通大学 | A kind of top-loaded system of shaking table lamination shear test soil case |
| CN106522286A (en) * | 2016-10-11 | 2017-03-22 | 黑龙江省地震局 | Large soil-structure interaction test box |
Non-Patent Citations (1)
| Title |
|---|
| 同济大学土木工程学院地下建筑与工程系，同济大学孙钧学术讲座基金会: "《耄耋驻春：祝贺孙钧院士执教六十五春秋文集》", 31 August 2016, 同济大学出版社 * |
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107941445A (en) * | 2018-01-08 | 2018-04-20 | 大连理工大学 | A kind of unidirectional shear model box for shaketalle test |
| CN107941445B (en) * | 2018-01-08 | 2024-02-06 | 大连理工大学 | Unidirectional shearing model box for vibrating table test |
| CN108426693A (en) * | 2018-02-13 | 2018-08-21 | 建研地基基础工程有限责任公司 | A kind of assembled lamination shearing case |
| CN108489693A (en) * | 2018-02-13 | 2018-09-04 | 建研地基基础工程有限责任公司 | A kind of assembled model clay case of simulation Visco-spring Boundary |
| CN108489693B (en) * | 2018-02-13 | 2019-12-24 | 建研地基基础工程有限责任公司 | Assembled model soil box for simulating viscoelastic boundary |
| CN108614073A (en) * | 2018-04-10 | 2018-10-02 | 同济大学 | Consider the two-wire track bed reduced scale test model system of boundary effect |
| CN109632228A (en) * | 2019-01-12 | 2019-04-16 | 天津大学 | A kind of equivalent shear beam model casing system of controllable wall stiffness |
| CN109668796B (en) * | 2019-02-01 | 2024-02-02 | 华侨大学 | double-U-shaped layered shear box simulation device and test method |
| CN109668796A (en) * | 2019-02-01 | 2019-04-23 | 华侨大学 | A kind of dual U-shaped laminar shear box analog device and test method |
| CN110186635A (en) * | 2019-06-26 | 2019-08-30 | 中国水利水电科学研究院 | A kind of adjustable centrifuge test model box for vibrating table of dynamic characteristics |
| CN111024348A (en) * | 2019-11-25 | 2020-04-17 | 江苏科技大学 | Bidirectional layered shearing model box device and using method thereof |
| CN111024348B (en) * | 2019-11-25 | 2021-09-07 | 江苏科技大学 | Bidirectional layered shearing model box device and using method thereof |
| CN111855120A (en) * | 2020-07-28 | 2020-10-30 | 广西大学 | Suspended layered shearing model box device |
| CN112683475A (en) * | 2020-12-28 | 2021-04-20 | 武汉理工大学 | Semitransparent shearing model box for seismic vibration table model test |
| CN113848026A (en) * | 2021-10-08 | 2021-12-28 | 天津大学 | Waterproof viscoelastic boundary constraint underwater multipoint earthquake input shearing box |
| CN113848026B (en) * | 2021-10-08 | 2023-09-12 | 天津大学 | Waterproof type viscoelastic boundary constraint underwater multipoint earthquake input shear box |
| CN114354108A (en) * | 2021-12-16 | 2022-04-15 | 广州市高速公路有限公司 | Boundary buffering energy-dissipating pile foundation vibrating table test device and adjusting method thereof |
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