CN112227433A - Model test device and test method for pile foundation bearing capacity during fault zone dislocation - Google Patents
Model test device and test method for pile foundation bearing capacity during fault zone dislocation Download PDFInfo
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- CN112227433A CN112227433A CN202011166632.7A CN202011166632A CN112227433A CN 112227433 A CN112227433 A CN 112227433A CN 202011166632 A CN202011166632 A CN 202011166632A CN 112227433 A CN112227433 A CN 112227433A
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- 238000012360 testing method Methods 0.000 title claims abstract description 42
- 238000010998 test method Methods 0.000 title abstract description 6
- 239000002689 soil Substances 0.000 claims abstract description 57
- 238000000034 method Methods 0.000 claims abstract description 23
- 238000006073 displacement reaction Methods 0.000 claims abstract description 18
- 239000000945 filler Substances 0.000 claims abstract description 9
- 239000011435 rock Substances 0.000 claims description 25
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 230000003028 elevating effect Effects 0.000 claims description 14
- 230000008602 contraction Effects 0.000 claims description 4
- 238000012545 processing Methods 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims 1
- 238000003466 welding Methods 0.000 description 3
- 238000010276 construction Methods 0.000 description 2
- 230000008878 coupling Effects 0.000 description 2
- 238000010168 coupling process Methods 0.000 description 2
- 238000005859 coupling reaction Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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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 model test device and a test method for pile foundation bearing capacity during dislocation of a fracture zone, wherein the test device comprises a first rock-soil layer and a second rock-soil layer, the fracture zone is arranged between the first rock-soil layer and the second rock-soil layer, fillers are filled in the fracture zone, pile foundations are embedded in the first rock-soil layer and the second rock-soil layer, a bearing body is arranged at the lower end of the first rock-soil layer, a lifting table is arranged below the second rock-soil layer, a lifting device for driving a lifting table top to move up and down is arranged in the lifting table, and the second rock-soil layer is connected with the movable lifting table top through a plurality of elastic pieces. According to the invention, the spring and the lifting table are combined, the spring is utilized to simulate the earthquake vibration process, and the lifting table is used to accurately control the relative displacement of rock-soil layers on two sides of the fracture zone, so that the model test is closer to the actual situation.
Description
Technical Field
The invention belongs to the technical field of civil engineering, and particularly relates to a model test device and a test method for pile foundation bearing capacity during dislocation of a fracture zone.
Background
China is a country with multiple earthquakes, is the most frequent and serious earthquake disaster country in the continental land of the world, and earthquake fracture zones of China are widely distributed. Some bridge pile foundations need to be established at the fracture zone stratum after various factors are comprehensively considered, the unstable fracture zone can influence the stability of the bridge pile foundations, the stable fracture zone is low in strength and relatively high in water permeability and can endanger construction safety, and the bridge pile foundations spanning the fracture zone stratum can be actually constructed only after rigorous research and analysis. The model test can effectively reflect the stress-strain relationship of a prototype, is an effective method for researching the bearing characteristics of the bridge pile foundation, and can be used for researching the bearing characteristics of the pile foundation under different relative displacement conditions by controlling the rock-soil bodies on the two sides of the fracture zone to generate the dislocation in the test process because the earthquake can cause the rock-soil bodies on the two sides of the fracture zone to generate the dislocation in the actual situation. However, the existing model test device cannot simultaneously simulate the seismic process and accurately control the relative displacement of the dislocation of rock-soil layers on two sides of a fracture zone.
Disclosure of Invention
The invention provides a model test device and a test method for pile foundation bearing capacity during dislocation of a fracture zone, which can control the relative displacement of rock-soil layers on two sides of the fracture zone by accurately controlling the displacement of a lifting table according to the actual working conditions on site to obtain the bearing characteristic of a bridge pile foundation, thereby analyzing the overall reliability of a bridge structure.
In order to achieve the purpose, the model test device for the bearing capacity of the pile foundation during the dislocation of the fracture zone comprises a first rock-soil layer and a second rock-soil layer, the fracture zone is arranged between the first rock-soil layer and the second rock-soil layer, fillers are filled in the fracture zone, the pile foundation is buried in the first rock-soil layer and the second rock-soil layer, the bearing body is arranged at the lower end of the second rock-soil layer, a lifting table is arranged below the first rock-soil layer, a lifting device for driving a lifting table top to move up and down is arranged in the lifting table, and the first rock-soil layer is connected with the movable lifting table top through a plurality of elastic pieces.
Further, a steel plate is arranged between the first rock-soil layer and the elastic piece.
Furthermore, the upper ends of all pile foundations are fixedly connected with the bearing platform.
Furthermore, first ground layer, second ground layer, elevating platform and supporting body all set up in the model case.
Further, the elastic member is a spring.
Further, the supporting body is a concrete block.
A pile foundation bearing capacity test method during fault zone dislocation based on the test device comprises the following steps:
step 2, after the vibration is finished, controlling the relative displacement of the first rock-soil layer and the second rock-soil layer at two sides of the fracture zone by controlling the lifting of the lifting table top, and reading the stress value of the pile foundation through a computer in the process of the dislocation of the first rock-soil layer and the second rock-soil layer;
and 3, processing the stress values of the pile foundations read in the steps 1 and 2 to obtain the vertical bearing characteristic of the pile foundations in the test process.
Compared with the prior art, the invention has at least the following beneficial technical effects:
the device combines the spring and the lifting table, utilizes the spring to simulate the earthquake vibration process, and uses the lifting table to accurately control the relative displacement of rock-soil layers on two sides of the fracture zone, so that the model test is closer to the actual situation. The spring is used for simulating the earthquake vibration, the structure is simple, the operation is easy, the manufacturing cost is low, the maintenance is simple, and the same model can be used for multiple vibration tests. The lifting platform is utilized to control the relative displacement of the dislocation of rock-soil layers on two sides of the fracture zone after the vibration is finished, the accurate value can be obtained through remote control, and the bearing characteristic of the bridge pile foundation can be obtained according to the actual working condition, so that the overall reliability of the bridge structure is analyzed.
Furthermore, a steel plate is arranged between the first rock-soil layer and the elastic piece, so that the stress of the elastic piece is more uniform through the steel plate, and the actual engineering condition can be better simulated.
Furthermore, all pile foundation upper ends all with cushion cap fixed connection, the cushion cap becomes a whole with all pile foundation couplings, the simulation actual engineering condition that can be better.
Furthermore, first ground layer, second ground layer, elevating platform and supporting body all set up in the model case, and the wholeness is good, is convenient for remove.
Furthermore, the elastic part is a spring, so that the manufacturing cost is low.
Furthermore, the bearing body is a concrete block, the strength of the concrete block is high, and rocks in actual engineering can be well simulated.
The method provided by the invention simulates the earthquake process by using the device, measures the stress value of the pile foundation only under vibration, simulates the dislocation process of rock strata on two sides by controlling the displacement of the lifting table top, measures the stress value of the pile foundation to obtain the bearing characteristic of the bridge pile foundation, and can find out the influence of the specified settlement on the stress and deformation characteristics of the highway bridge pile foundation, thereby analyzing the overall reliability of the bridge structure.
Drawings
FIG. 1 is a schematic view of the entire model test apparatus;
FIG. 2 is a schematic view of a pre-vibration model test apparatus;
FIG. 3 is a schematic view of a post-vibration model test apparatus;
FIG. 4 is a schematic view of a vibratory settling apparatus prior to vibration;
FIG. 5 is a schematic view of the vibratory settling apparatus after vibration;
FIG. 6 is a schematic view of the vibratory settling apparatus prior to vibration;
FIG. 7 is a detailed view of the vibratory settling apparatus after vibration;
FIG. 8 is a detailed view of the spring arrangement;
fig. 9 is a detailed view of the elevating platform after vibration.
In the drawings: 1-model box, 21-first rock-soil layer, 22-second rock-soil layer, 3-concrete block, 4-steel plate, 5-lifting platform, 6-spring, 7-lifting platform surface, 8-pile foundation, 9-bearing platform, 10-filler and 11-fracture zone.
Detailed Description
In order to make the objects and technical solutions of the present invention clearer and easier to understand. The present invention will be described in further detail with reference to the following drawings and examples, wherein the specific examples are provided for illustrative purposes only and are not intended to limit the present invention.
In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention. Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless otherwise specified. In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Referring to fig. 1, the model test device for the bearing capacity of the pile foundation during dislocation of the fracture zone comprises a model box 1, a first rock-soil layer 21, a second rock-soil layer 22, a concrete block 3, a steel plate 4, a lifting platform 5, a spring 6, a bearing platform 9 and fillers 10.
The first rock-soil layer 21 and the second rock-soil layer 22, the concrete block 3, the steel plate 4, the lifting platform 5, the spring 6 and the filler 10 are all arranged in the model box 1, and the first rock-soil layer 21 and the second rock-soil layer 22 are arranged in the model box 1, so that the first rock-soil layer 21 and the second rock-soil layer 22 have strong integrity and high strength and rigidity, the rock stratum is prevented from being damaged in the test process, and the model test requirements can be met; the fracture zone 11 is arranged between the first rock-soil layer 21 and the second rock-soil layer 22, the fracture zone 11 is obliquely arranged, an included angle alpha between a central axis of the fracture zone 11 and a horizontal plane is smaller than 90 degrees, filler 10 is arranged in the fracture zone 11, the filler 10 is made of silty sandy soil, and loose soil is filled in the fracture zone in order to simulate actual working conditions in actual engineering. All buried pile foundation 8 in first ground layer 21 and the second ground layer 22, all pile foundation 8 upper ends and cushion cap 9 welding become a whole with all pile foundation 8 couplings, and pile foundation 8 is for being studied the object, and then study its atress and displacement condition through the dislocation displacement of control fracture area both sides rock stratum.
The first rock-soil layer 21 and the second rock-soil layer 22 are collectively called rock stratum 2, and the rock stratum 2 is a material required by a model test and can simulate a fracture zone stratum in actual construction, so that the test requirement is met, and the test purpose is achieved.
And a concrete block 3 is fixed under the second rock stratum 22, the concrete block 3 mainly plays a role in bearing the second rock stratum 21 of the model, so that the second rock stratum can keep the original position in the whole test, and enough bearing capacity is provided to ensure that the rock stratum on one side of the model can not generate vertical displacement, so that the second rock stratum and the lifting table 5 can be used together to accurately control the relative displacement of the rock strata on two sides of the fracture zone. The shape and size of the cross section of the concrete block 3 are the same as those of the lower end surface of the second rock-soil layer 22.
The lower end face of the steel plate 4 is welded with the upper ends of the springs 6 arranged in an array mode, so that the steel plate 4 and the springs are firmly connected, the upper portion of the steel plate 4 is connected with the first rock stratum 21, and the shape and the size of the cross section of the steel plate 4 are the same as those of the lower end face of the first rock stratum 21. The lower end of the spring 6 is welded with the lifting table-board 7; the contraction of the spring 6 drives the rock stratum 2 above the steel plate 4 to vibrate, and the vibration process of the earthquake is simulated.
The elevating platform 5 is internally provided with a direct current elevating control device, the power output end of the direct current elevating control device is connected with an elevating platform surface 7 horizontally arranged, the elevating platform surface 7 freely ascends and descends in the elevating platform 5 through remote control, the elevating platform surface 7 drives the rock stratum 2 above the steel plate 4 to generate vertical displacement, and vertical displacement of the rock stratum in the earthquake process is simulated, so that relative displacement of rock strata on two sides of a fracture zone is accurately controlled, and the direct current elevating control device can be a linear motor and other devices capable of driving an object to perform linear motion.
In an initial state, the upper end faces of the first rock-soil layer 21 and the second rock-soil layer 22 are flush, and the lower end faces of the concrete block 3 and the lifting platform 5 are flush.
The method for testing the bearing capacity of the pile foundation during the dislocation of the fracture zone by using the device comprises the following steps:
step 1: according to the positions of the components shown in fig. 2, the concrete block 3 is firstly placed inside the model box 1, and then the second rock stratum 22 of the prefabricated embedded pile foundation 8 is placed on the concrete block 3; respectively welding the spring 6 with the lifting table top 7 and the steel plate 4 to enable the steel plate 4, the lifting table 5 and the spring 6 to form a whole and then placing the whole in the model box 1, and then placing the first rock stratum 21 of the prefabricated embedded pile foundation 8 on the steel plate 4; then filling filler 10 in the fracture zone 11, and welding the bearing platform 9 and each pile foundation 8 to enable each pile foundation to be connected to form a pile foundation.
Step 2: the whole model box 1 is placed on a vibration table to carry out a vibration table model test, the contraction of the spring 6 is utilized to drive the rock stratum 2 above the steel plate 4 to vibrate so as to simulate the process of earthquake vibration, and the stress value of the pile foundation 8 is read through a computer in the process.
And step 3: after the vibration is finished, the lifting of the lifting table top 7 is controlled by controlling the built-in lifting device through remote control, the relative displacement of the rock stratum dislocation at two sides of the fracture zone can be accurately controlled, and the stress value of the pile foundation 8 is read through a computer in the rock stratum dislocation process at two sides, as shown in fig. 3, the graph is a model test device graph after the vibration.
And 4, step 4: and (4) processing the stress values of the pile foundation 8 read in the steps (2) and (3) to obtain the vertical bearing characteristic of the pile foundation 8 in the test process.
The above-mentioned contents are only for illustrating the technical idea of the present invention, and the protection scope of the present invention is not limited thereby, and any modification made on the basis of the technical idea of the present invention falls within the protection scope of the claims of the present invention.
Claims (7)
1. The utility model provides a model test device of pile foundation bearing capacity when fracture area is dislocated, a serial communication port, including first ground layer (21) and second ground layer (22), be provided with fracture area (11) between first ground layer (21) and second ground layer (22), it has filler (10) to fill in fracture area (11), all bury pile foundation (8) in first ground layer (21) and second ground layer (22), second ground layer (22) lower extreme is provided with the supporting body, first ground layer (21) below is provided with elevating platform (5), elevating platform (5) built-in elevating gear who is used for driving lift mesa (7) up-and-down motion, first ground layer (21) and movable lift mesa (7) are connected through a plurality of elastic components.
2. The model test device for the bearing capacity of the pile foundation during the dislocation of the fracture zone as claimed in claim 1, wherein a steel plate (4) is arranged between the first rock-soil layer (21) and the elastic element.
3. The model test device for the bearing capacity of the pile foundation during the dislocation of the fracture zone as claimed in claim 1, wherein the upper ends of all the pile foundations (8) are fixedly connected with the bearing platform (9).
4. The model test device for the bearing capacity of the pile foundation during fault zone dislocation according to claim 1, characterized in that the first rock-soil layer (21), the second rock-soil layer (22), the lifting platform (5) and the bearing body are all arranged in the model box (1).
5. The model test device for the bearing capacity of the pile foundation during the dislocation of the fracture zone as claimed in claim 1, wherein the elastic member is a spring.
6. The model test device for the bearing capacity of the pile foundation during the dislocation of the fracture zone as claimed in claim 1, wherein the bearing body is a concrete block (3).
7. The method for testing the bearing capacity of the pile foundation during the dislocation of the fracture zone based on the testing device of claim 1 is characterized by comprising the following steps:
step 1, placing a test device on a vibration table to perform a vibration table model test, driving a second rock stratum (22) to vibrate by utilizing the contraction of an elastic piece to simulate the process of earthquake vibration, and simultaneously reading the stress value of a pile foundation (8);
step 2, after the vibration is finished, controlling the relative displacement of the first rock-soil layer (21) and the second rock-soil layer (22) at two sides of the fracture zone (11) through controlling the lifting of the lifting table top (7), and reading the stress value of the pile foundation (8) through a computer in the process of the dislocation of the first rock-soil layer (21) and the second rock-soil layer (22);
and 3, processing the stress value of the pile foundation (8) read in the steps 1 and 2 to obtain the vertical bearing characteristic of the pile foundation (8) in the test process.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011166632.7A CN112227433B (en) | 2020-10-27 | 2020-10-27 | Model test device and test method for pile foundation bearing capacity during fault zone dislocation |
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| CN202011166632.7A CN112227433B (en) | 2020-10-27 | 2020-10-27 | Model test device and test method for pile foundation bearing capacity during fault zone dislocation |
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| CN112227433A true CN112227433A (en) | 2021-01-15 |
| CN112227433B CN112227433B (en) | 2021-08-24 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114018516A (en) * | 2021-10-28 | 2022-02-08 | 西南交通大学 | Testing device for simulating adhesion and sliding of movable fault |
| CN117233837A (en) * | 2023-09-18 | 2023-12-15 | 同济大学 | Experimental method for earthquake fault simulation based on geotechnical centrifuge platform |
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| JP2011094976A (en) * | 2009-10-27 | 2011-05-12 | Railway Technical Res Inst | System and method for measuring earthquake impact force |
| CN105699031A (en) * | 2016-01-25 | 2016-06-22 | 大连理工大学 | Tunnel shaking table test device for simulating fracture effect of blind fault |
| CN106226808A (en) * | 2016-07-20 | 2016-12-14 | 西南交通大学 | A kind of assay device simulating tunnel seismic response under fault movement and test method |
| CN107271128A (en) * | 2017-06-29 | 2017-10-20 | 西南交通大学 | It is a kind of to simulate the experimental rig that the changing of the relative positions of reversed fault stick-slip triggers Chi-chi earthquake |
| CN109581478A (en) * | 2018-12-07 | 2019-04-05 | 成都理工大学 | Simulate the shaking table model method of the seismic response of slope containing weak intercalations |
-
2020
- 2020-10-27 CN CN202011166632.7A patent/CN112227433B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011094976A (en) * | 2009-10-27 | 2011-05-12 | Railway Technical Res Inst | System and method for measuring earthquake impact force |
| CN105699031A (en) * | 2016-01-25 | 2016-06-22 | 大连理工大学 | Tunnel shaking table test device for simulating fracture effect of blind fault |
| CN106226808A (en) * | 2016-07-20 | 2016-12-14 | 西南交通大学 | A kind of assay device simulating tunnel seismic response under fault movement and test method |
| CN107271128A (en) * | 2017-06-29 | 2017-10-20 | 西南交通大学 | It is a kind of to simulate the experimental rig that the changing of the relative positions of reversed fault stick-slip triggers Chi-chi earthquake |
| CN109581478A (en) * | 2018-12-07 | 2019-04-05 | 成都理工大学 | Simulate the shaking table model method of the seismic response of slope containing weak intercalations |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114018516A (en) * | 2021-10-28 | 2022-02-08 | 西南交通大学 | Testing device for simulating adhesion and sliding of movable fault |
| CN117233837A (en) * | 2023-09-18 | 2023-12-15 | 同济大学 | Experimental method for earthquake fault simulation based on geotechnical centrifuge platform |
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| CN112227433B (en) | 2021-08-24 |
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