CN112577833A - Multilayer reinforced soil drawing tester suitable for coarse-grained filler of cold region roadbed - Google Patents
Multilayer reinforced soil drawing tester suitable for coarse-grained filler of cold region roadbed Download PDFInfo
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- CN112577833A CN112577833A CN202011596007.6A CN202011596007A CN112577833A CN 112577833 A CN112577833 A CN 112577833A CN 202011596007 A CN202011596007 A CN 202011596007A CN 112577833 A CN112577833 A CN 112577833A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/18—Performing tests at high or low temperatures
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0017—Tensile
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/022—Environment of the test
- G01N2203/0222—Temperature
- G01N2203/0228—Low temperature; Cooling means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/022—Environment of the test
- G01N2203/0236—Other environments
Abstract
The invention discloses a multilayer reinforced soil drawing tester suitable for coarse-grained fillers of a roadbed in a cold region. The multi-layer reinforced soil drawing tester can systematically and scientifically restore the cold area geogrid-soil interface stress deformation physical process, accurately obtain the reinforced soil interface mechanical parameters and the change rule under the comprehensive influence of a moisture field, a temperature field and static and dynamic loads, and has strong scientific research application value.
Description
Technical Field
The invention relates to a device for testing the physical and mechanical properties of a reinforced soil interface in slope engineering and roadbed engineering in cold regions, in particular to a test instrument for researching the properties of the reinforced soil material rib-soil interface under the action of static and dynamic loads.
Background
The reinforced geotechnical material has certain application market at home and abroad, but compared with the traditional building material, the reinforced geotechnical material has a plurality of blanks in the corresponding test specification and regulation field, which is particularly obvious at home. In China, the existing test specifications and regulations do not deeply research the reinforcement theory, a theoretical description of a system is not formed, and the requirements of continuous development and improvement of the current reinforced earth theory and test equipment cannot be met. In view of the current situation, many scholars at home and abroad have been dedicated to research on the aspect so as to establish a unified standard, accurately measure the parameters of the reinforced soil interface and guide engineering practice. The current common test means are: indoor direct shear test, drawing test, reinforced soil triaxial test and field full scale test. The direct shear test reflects the displacement of the single surface of the geosynthetic material and is mainly used for checking and calculating the interface strength of the filler and the rib material. The drawing test reflects the displacement between the two sides of the geosynthetic material and the soil body, is used for determining the tensile strength of the rib material when the rib material is drawn, and is a main means for researching the interface characteristics of the rib soil and the reinforcement mechanism. The triaxial test of the reinforced soil can test the strength change of the soil body after the reinforcement. The on-site full-scale test is a test performed on site according to the size close to the actual engineering size, and has the advantages of high cost, long period and difficult implementation, and compared with an indoor test, the on-site full-scale test is difficult to operate. Therefore, by developing reinforced soil interface characteristic test research, measuring the shear strength of the geogrid and the soil body, and knowing how the reinforced soil structure increases the shear strength of the soil body is necessary, the drawing test becomes the most direct and effective test means for researching the reinforced soil interface characteristic, and meanwhile, compared with the direct shear test, the drawing test can better reflect the actual working state of the reinforced material.
In addition, with the increasing development of engineering construction in cold regions, the application of the reinforced material in the cold region engineering in the engineering is gradually paid more attention by researchers. Specifically, the change of the physical and mechanical properties of the rib-soil interface is closely related to the ambient temperature and moisture conditions of the material of the rib-soil interface. The reinforced earth structure plays a role through the interaction between the reinforced materials and the filler, so the friction characteristic of a rib-soil interface is a hotspot and a difficulty of the technical research of the existing reinforced earth, and is a key for thoroughly clearing a reinforcement mechanism and establishing a reinforced earth theoretical system.
Disclosure of Invention
The invention provides a multilayer reinforced soil drawing tester suitable for coarse-grained filler of a roadbed in a cold region under the background that test equipment related to cold region engineering is mature day by day. The multi-layer reinforced soil drawing tester can systematically and scientifically restore the cold area geogrid-soil interface stress deformation physical process, accurately obtain the reinforced soil interface mechanical parameters and the change rule under the comprehensive influence of a moisture field, a temperature field and static and dynamic loads, and has strong scientific research application value.
The purpose of the invention is realized by the following technical scheme:
the utility model provides a test appearance is drawn to multilayer muscle soil suitable for cold district road bed coarse grain filler, includes vertical loading system, reaction frame, adjustable lotus support plate, mold box, backplate removal track, high-speed camera, low temperature cold bath system, worm gear case, anchor clamps, the horizontal loading system of strain formula, control and data acquisition system, flexible vibration damping mount, force sensor, pressure sensor, displacement sensor, temperature sensor, moisture sensor, wherein:
a high-speed camera, a vertical loading system, a reaction frame, an adjustable load bearing plate, a high-speed camera, a low-temperature cold bath system, a worm gear box, a clamp, a strain type horizontal loading system, a control and data acquisition system and a flexible damping base are arranged on the outer side of the model box;
the model box is an open box body consisting of a front baffle, a rear baffle, a left baffle, a right baffle and a lower baffle;
filling and geogrid samples are placed in the model box, a cold liquid circulation path is arranged in the hollow box wall, and a polyurethane insulation board is agglomerated outside the box wall main body;
leading-out seams are formed in the middle parts of the front baffle and the rear baffle and used for leading out an geogrid sample from the box body, one end of the geogrid sample is connected with the clamp through a seam of the leading-out seam of the front baffle, and the other end of the geogrid sample extends out through a seam of the leading-out seam of the rear baffle;
binding steel wires at equal intervals in the drawing direction of the geogrid sample, leading the steel wires out of the box from a gap of a leading-out seam of the rear baffle, and arranging a displacement sensor, a temperature sensor and a moisture sensor in the horizontal and vertical directions;
the clamp is connected with the tension sensor, the strain type horizontal loading system is connected with the worm gear box, the worm gear box is connected with the tension sensor through a screw, the strain type horizontal loading system provides driving force, the force transmission direction and the movement speed are adjusted through the worm gear box, and the driving force is transmitted to the tension sensor and the clamp through the screw;
the bottom plate is fixed on the flexible damping base, a rear baffle moving track and a clamping groove are reserved on the bottom plate, the rear baffle can slide back and forth along the baffle moving track, and the effective size in the model box is set;
the vertical loading system applies a preset vertical load to the upper surface of the filling soil in the mould box through an adjustable load-bearing plate, and then transmits the force to the geogrid sample;
the pressure sensor is connected with the load bearing plate to monitor the vertical load in real time;
the sliding roller can move in the front and back directions, and the relative position of the reaction frame and the vertical loading system is adjusted, so that the effect that the action point of the vertical load is still in the center of the adjustable load bearing plate after the sizes of the model box and the adjustable load bearing plate are changed is achieved;
the low-temperature cold bath system is connected with the outer wall of the model box;
the control and data acquisition system is connected with the tension sensor, the pressure sensor, the displacement sensor, the temperature sensor and the moisture sensor.
Compared with the prior art, the invention has the following advantages:
1. the test box can whole monitoring geogrid draw the macroscopical change of in-process grid and soil, and the test box size is great, can guarantee that the muscle material keeps away from both sides tank wall, and test box length adjustable effectively reduces boundary effect and size effect, and refrigerating system has still been added to the instrument, can effectively study the influence that the temperature field adds the muscle effect to the soil body.
2. The method can systematically and scientifically restore the cold region geogrid-soil interface stressed deformation physical and mechanical process, accurately obtain the mechanical parameters and the change rule of the reinforced soil interface under the comprehensive influence of a moisture field, a temperature field and static and dynamic loads, and has strong scientific research and application values.
3. Meets the requirements of road engineering Geosynthetic material Test procedure (JTG-2006), Geosynthetic material Test procedure (SL235-2012) and Standard Test Method for Measuring Geosynthetic Resistance in Soil1 (ASTM D6706-01).
4. The temperature and water field control system can realize the test of the physical and mechanical characteristics of the interface under different temperatures and unfrozen water content.
5. The method is suitable for large-scale drawing of coarse particle fillers in cold regions, and can test the mechanical characteristics of the geogrid-soil interface.
Drawings
FIG. 1 is a schematic structural view of a large-scale reinforced soil drawing tester;
FIG. 2 is a schematic view of an observation point of the overall process of the interface, showing (a) a left view and (b) a front view;
FIG. 3 is a detailed view of a three-level drawing fixture;
FIG. 4 is a detailed view of the double layer drawing jig;
FIG. 5 is a detail view of a single layer drawing fixture;
FIG. 6 is a tank wall layout;
FIG. 7 is a schematic view of an exchangeable load plate;
FIG. 8 is a schematic view of a track connection;
FIG. 9 is a view showing the arrangement of the measurement points on the rib-soil interface;
fig. 10 is a schematic diagram of a grid surface strain gage arrangement.
Detailed Description
The technical solution of the present invention is further described below with reference to the accompanying drawings, but not limited thereto, and any modification or equivalent replacement of the technical solution of the present invention without departing from the spirit and scope of the technical solution of the present invention shall be covered by the protection scope of the present invention.
The invention provides a large reinforced soil drawing test instrument for coarse particle fillers in cold regions, which can test the mechanical characteristics of geogrid-soil interfaces. Particularly including the quiet of point, line, three kinds of forms of face, the vertical loading system of power of can applying, reaction frame, adjustable lotus support plate, the mold box of visual transparent toughened glass material, mold box backplate removes track and supporting fixed slot, high-speed camera, low temperature cold bath system, worm gear case, anchor clamps, the horizontal loading system of strain formula, control and data acquisition system, flexible shock mount, wherein:
the lower left four sides all adopt steel to make around the proof box, and the right side adopts transparent toughened glass to make, and the built-in cold liquid circulation route of tank wall cavity, right side heated board can be dismantled, and overall dimension is (300 ~ 1200) mm 600mm x 800mm (length x width x height), and wherein the backplate can slide from beginning to end, sets for the effective size in the mold box, sees figure 1.
A high-speed camera is arranged on the right side of the model box, the relative sliding state of a reinforced soil interface in the test process is continuously monitored, the monitoring process is finished from the loading time to the test completion time, and the refined reduction of the test process is realized through an image processing technology.
The middle parts of front and rear baffles of the model box are respectively provided with 3 leading-out seams with the length of 400mm and the width of 8mm, the leading-out seams are spaced by 200mm and used for leading a grid sample out of the box body, the geogrid is connected with a clamp through a front end seam and extends out through a rear end seam, and meanwhile, a steel strand bound with the grid also extends out through the rear end and is connected with a displacement transducer (LVDT). In order to prevent coarse soil particles from entering the leading-out seam to influence the grid drawing in the loading and drawing processes, the rollers are arranged on the upper side and the lower side of the grid close to the front baffle to prevent the coarse particles from entering the leading-out seam. The arrangement of a plurality of leading-out seams enables the equipment to simultaneously realize single, double and three-layer reinforced soil interface test tests, as shown in figure 2.
The single-layer drawing clamp consists of two steel plates (3 mm thick) with staggered bolt holes and plays a role in clamping and fixing the geogrid. In order to ensure the simultaneous movement of the multiple layers of grids and the overall stability of the clamp, the double-layer and three-layer clamps are provided with vertical plates at one end of the clamp for supporting, and the clamps are shown in detail in fig. 3-5.
A cold liquid circulation path and a heat insulation plate are designed in the wall of the model box to achieve the effect of cooling the soil body in the model box. Specifically, the tank wall main body is of a hollow structure formed by double layers of 3mm steel/transparent toughened glass, and a plurality of steel/transparent toughened glass partitions are transversely arranged in gaps and used for stabilizing the tank wall structure and providing a cold liquid circulation path. The outside agglomeration polyurethane heated board of tank wall main part, right side heated board can be dismantled, other four sides heated board fixed can, see fig. 6. And after the temperature in the box reaches the experimental conditions, the right insulation board is detached for a drawing test, and the internal condition of the model box is observed through the toughened glass.
The vertical loading system can realize the application of static load and dynamic load, and meet the use requirements of common physical and mechanical parameters of the reinforced soil interface in engineering design in cold regions. The reinforced soil drawing tester is provided with a detachable load bearing plate which is divided into a circular load bearing plate and a rectangular load bearing plate, and the requirement of applying three loads of a point load, a line load and a surface load is met, and the requirement is shown in figure 7.
In order to meet the test under different grating lengths, the length of the model box in the drawing direction is adjustable, the bottom plate is fixed on the base, the slide way and the clamping groove are reserved on the bottom plate, the length of the model box is determined according to the grating length, the length of the model box is selected from 4 options of 300 mm, 600mm, 900mm and 1200mm, the rear baffle of the model box can be connected to the base through bolts to form a test model box with variable length, and the specific figure is 8.
The reinforced soil drawing instrument has simple and clear test principle and strong operability, and is specifically represented as follows: in the drawing test, the effect between the geogrid and the soil body is a friction effect and an embedding effect, the vertical pressure is increased, the embedding effect between the geogrid and the soil body is increased, the friction effect is also increased, then the horizontal drawing force is applied to the geogrid buried in the filling soil, or the rib is drawn out of the filling soil or broken at a certain speed, and the pulling force measured by the horizontal pulling force sensor is the total resistance of the geogrid in the soil. The parameters of the load and the like related to the invention are introduced as follows: vertical load: 0 to 150 kN; vertical overload protection: the full load is exceeded by 2.0 percent; vertical working stroke: 0-150 mm; the vertical loading mode is as follows: a hydraulic jack; transverse load: 0 to 100 kN; transverse overload protection: the full load is exceeded by 2.0 percent; transverse working stroke: 0-150 mm; drawing rate adjustment range: 0.5-3 mm/min; load indication accuracy: 0.5% FS; displacement measurement accuracy: 0.5% FS; the transverse loading mode is as follows: a servo motor.
The reinforced soil drawing instrument can test the mechanical characteristics of the reinforced soil interface under the conditions of low temperature and freeze thawing, and can also continuously test the change rule of the physical characteristics of the reinforced soil interface; the high-speed camera is arranged to continuously monitor the relative slip state of the reinforced soil interface and the movement state of soil particles in the test process; the matched model box, the clamp thereof and the strain type horizontal loading system can realize a three-layer reinforced soil interface test at most simultaneously; the loading of dynamic and static vertical load forms can be realized; the replaceable load bearing plate is arranged to meet the application of three loads of a point load, a line load and a surface load; the length of the model box can be adjusted, and the process of drawing geogrids with different sizes in soil can be simulated so as to research the influence of size effect and boundary effect.
In the invention, the mechanical characteristics comprise that the displacement and deformation of the grids in different sections and the deformation of the grids at different positions are tested by means of displacement and strain sensors arranged on the geogrid; testing the soil pressure change of the upper part and the lower part of the interface caused by freezing and shearing by using a soil pressure sensor; the effect of geogrid on temperature conduction and moisture migration was tested with temperature, moisture sensors.
The implementation case is as follows:
taking an interface drawing test of coarse particle filler-rib materials under a freeze-thaw condition as an example, the operation process of the test equipment designed by the invention is described as follows:
1. calculating the required amount of the middle filler according to the requirements of the water content and the relative compactness, preparing the soil layer according to the grain composition, taking the physical and mechanical property test of a single-layer reinforced soil interface with the unfolding length of 900mm as an example, and if 3 layers of tests are carried out simultaneously, preparing the soil layer by layer.
2. The filler is put into a model box and compacted in four layers according to the required density and sample mass, the compaction height of each layer is 200mm, and the surface of the filler after the two layers at the lower part are completely filled is slightly higher than the lower edge of a leading-out seam of the model box.
3. The geogrid is laid flat on the filler, and is required to be flat and parallel to the side wall. The geogrid is embedded into the filler with the length of 900mm and is placed in the middle. And two ends of the geogrid sample are led out of the box from the narrow slit, the reserved length is ensured, the front end of the geogrid sample is firmly connected with the clamp, the rear end of the geogrid sample freely extends out, and the reserved length is larger than the relative displacement of the drawing test bar and soil, so that the contact area between the geogrid and the filler is ensured to be kept unchanged.
4. Four steel wires are bound at equal intervals in the drawing direction of the geogrid and are arranged in a stepped shape. The steel wire is led out of the box from the narrow slit, and a displacement sensor, a temperature sensor and a moisture sensor are arranged in the horizontal direction and the vertical direction, as shown in figure 9. And sticking a strain gauge on the surface of the grid as shown in figure 10.
5. And continuously filling soil into the box, compacting to the required density, flattening the surface of the upper two layers after compaction to be slightly lower than the top of the box, and putting down the load bearing plate, wherein a rectangular loading plate is taken as an example, and different load forms can be selected from a plurality of load plate forms provided in the figure 7 according to test requirements if needed.
6. And adjusting the hydraulic jack, and applying a preset vertical load to the load bearing plate. And placing a dial indicator on the load plate, and measuring and recording the change of vertical displacement in the test process. Meanwhile, a clamp holding the sample is connected to a horizontal drawing device.
7. And starting the cold bath system, and knowing the real-time change rule of the interface temperature field and the moisture field in the test chamber through the data acquisition system until the filling in the test chamber reaches the preset temperature. And (4) removing the insulation board on the right side of the box wall, and erecting a high-speed camera. And applying a micro horizontal load to tighten the horizontal drawing device, wherein the data of the tension sensor is zero at the moment.
8. And starting the drawing device, keeping the drawing speed at 1mm/min, and measuring and recording the data of the pressure sensor, the drawing force, the drawing displacement and the relative displacement of the rib soil. And simultaneously, starting a high-speed camera, observing physical processes such as interface position grating displacement and filler particle movement, and extracting the change characteristics of the interest points.
9. And when the drawing force has a peak value and is stable, closing the instrument, lifting the loading plate, digging out the filling soil, the grating and the sensor, and ending the test.
10. Pre-experiments should be performed to determine the appropriate filler thickness and vertical load before the formal test is performed to ensure that the grid is not snapped before the peak pullout force is measured.
11. Changing the test working condition, repeating the steps 1-10, and performing the drawing test under different working conditions.
Claims (6)
1. The utility model provides a test appearance is drawn to multilayer muscle soil suitable for cold district road bed coarse grain filler, its characterized in that test appearance is drawn to multilayer muscle soil includes vertical loading system, reaction frame, adjustable lotus support plate, mold box, backplate removal track, high-speed camera, low temperature cold bath system, worm-gear case, anchor clamps, strain formula horizontal loading system, control and data acquisition system, flexible vibration damping mount, force sensor, pressure sensor, displacement sensor, temperature sensor, moisture sensor, wherein:
a high-speed camera, a vertical loading system, a reaction frame, an adjustable load bearing plate, a high-speed camera, a low-temperature cold bath system, a worm gear box, a clamp, a strain type horizontal loading system, a control and data acquisition system and a flexible damping base are arranged on the outer side of the model box;
the model box is an open box body consisting of a front baffle, a rear baffle, a left baffle, a right baffle and a lower baffle;
filling and geogrid samples are placed in the model box, a cold liquid circulation path is arranged in the hollow box wall, and a polyurethane insulation board is agglomerated outside the box wall main body;
leading-out seams are formed in the middle parts of the front baffle and the rear baffle, one end of the geogrid sample is connected with the clamp through a seam of the leading-out seam of the front baffle, and the other end of the geogrid sample extends out through a seam of the leading-out seam of the rear baffle;
binding steel wires at equal intervals in the drawing direction of the geogrid sample, leading the steel wires out of the box from a gap of a leading-out seam of the rear baffle, and arranging a displacement sensor, a temperature sensor and a moisture sensor in the horizontal and vertical directions;
the clamp is connected with the tension sensor, the strain type horizontal loading system is connected with the worm gear case, and the worm gear case is connected with the tension sensor through a screw;
the bottom plate is fixed on the flexible damping base, a rear baffle moving track and a clamping groove are reserved on the bottom plate, the rear baffle can slide back and forth along the baffle moving track, and the effective size in the model box is set;
the vertical loading system applies a preset vertical load to the upper surface of the filling soil in the mould box through an adjustable load-bearing plate, and then transmits the force to the geogrid sample;
the pressure sensor is connected with the load plate;
the low-temperature cold bath system is connected with the outer wall of the model box;
the control and data acquisition system is connected with the tension sensor, the pressure sensor, the displacement sensor, the temperature sensor and the moisture sensor.
2. The multi-layer reinforced soil drawing tester applicable to coarse-grained fillers of roadbeds in cold regions according to claim 1, wherein the front baffle, the rear baffle, the left baffle and the lower baffle of the model box are all made of steel, the right baffle is made of transparent toughened glass, and the right insulation board is detachable.
3. The multi-layer reinforced soil drawing tester applicable to the coarse-grained filler of the roadbed in the cold region as claimed in claim 1, wherein the leading-out seams are respectively provided with 3 pieces in the middle of the front baffle and the rear baffle, and the spacing between the leading-out seams is 200 mm.
4. The multi-layer reinforced soil drawing tester applicable to the coarse-grained filler of the roadbed in the cold region as claimed in claim 1, wherein rollers are arranged on the upper and lower sides of the geogrid near the front baffle.
5. The multi-layer reinforced soil drawing tester applicable to the coarse-grained fillers of the roadbed in the cold region as claimed in claim 1, wherein the detachable loading plate is a circular loading plate or a rectangular loading plate.
6. The multi-layer reinforced soil drawing tester applicable to the coarse-grained filler of the roadbed in the cold region as claimed in claim 1, wherein the steel wires are arranged in a stepped manner.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113295539A (en) * | 2021-06-01 | 2021-08-24 | 中国长江三峡集团有限公司 | Plane strain test device and method for reinforced soil unit body |
| CN114018706A (en) * | 2021-11-09 | 2022-02-08 | 长沙学院 | Method for carrying out bearing capacity and drawing test of tire reinforced soil foundation by using same device |
| CN114136773A (en) * | 2021-11-10 | 2022-03-04 | 苏州大学 | PIV (particle image velocimetry) enhanced measurement method for plane strain soil sample deformation |
Citations (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006152649A (en) * | 2004-11-29 | 2006-06-15 | Daiho Constr Co Ltd | Soil bearing power testing device and soil bearing power testing method |
| CN202928938U (en) * | 2012-12-04 | 2013-05-08 | 中建五局土木工程有限公司 | Pull-out test device for detecting friction characteristics of building reinforcement interface |
| CN103471924A (en) * | 2013-09-30 | 2013-12-25 | 东南大学 | Steel bridge floor and pavement interface shear test device |
| CN104062192A (en) * | 2014-06-25 | 2014-09-24 | 成都东华卓越科技有限公司 | Novel automatic control stacked-ring type shear test apparatus |
| CN104198276A (en) * | 2014-08-25 | 2014-12-10 | 广西科技大学 | Large visual drawing test device for geosynthetics |
| CN104849151A (en) * | 2015-05-29 | 2015-08-19 | 武汉大学 | Movable plate stacking ring shearing apparatus capable of adapting to free shearing deformation |
| CN106448419A (en) * | 2016-12-15 | 2017-02-22 | 盐城工学院 | Demonstration device for pull-out tests of geotechnical synthetic material |
| CN107192611A (en) * | 2017-04-15 | 2017-09-22 | 沈阳农业大学 | A kind of open Frozen-thawed cycled drawing comprehensive test apparatus of reinforced earth |
| DE102016009085A1 (en) * | 2016-07-26 | 2018-02-01 | Bomag Gmbh | Soil compaction roller with sensor device on the rolling drum and method for determining the soil stiffness |
| CN206974834U (en) * | 2017-04-15 | 2018-02-06 | 沈阳农业大学 | A kind of reinforced earth Frozen-thawed cycled drawing comprehensive test apparatus |
| CN108444813A (en) * | 2018-04-03 | 2018-08-24 | 河北工业大学 | Multiple dimensioned soil-rock mixture-interface of basement rock shear property test device and method |
| CN108680441A (en) * | 2018-05-29 | 2018-10-19 | 四川大学 | Measure the pilot system and test method of side slope plant root-stem relation mechanical characteristic |
| CN108844827A (en) * | 2018-05-25 | 2018-11-20 | 武汉理工大学 | Multifunctional earth grid pull-out test device based on actual condition |
| CN210376088U (en) * | 2019-05-09 | 2020-04-21 | 江南大学 | Draw experimental connecting device |
| CN111044374A (en) * | 2020-01-03 | 2020-04-21 | 武汉科技大学 | Anchor rod drawing test platform with adjustable size |
| CN111398052A (en) * | 2020-03-27 | 2020-07-10 | 河海大学 | Large-scale drawing test device of geosynthetic material of intelligence accuse temperature |
| CN111474063A (en) * | 2020-04-27 | 2020-07-31 | 中建东设岩土工程有限公司 | Cold region soil body multidirectional stress field water-heat-force coupling soil pressure testing method and device |
| CN111487134A (en) * | 2020-05-29 | 2020-08-04 | 吉林建筑大学 | Fiber and cementing material drawing test device and test method |
| CN111638141A (en) * | 2020-06-15 | 2020-09-08 | 河北工业大学 | Test device for simulating load-temperature coupling effect |
| CN214894777U (en) * | 2021-03-25 | 2021-11-26 | 招商局公路信息技术（重庆）有限公司 | Automatic test equipment for similar friction coefficient of reinforced material and filler in reinforced soil structure |
-
2020
- 2020-12-29 CN CN202011596007.6A patent/CN112577833B/en active Active
Patent Citations (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006152649A (en) * | 2004-11-29 | 2006-06-15 | Daiho Constr Co Ltd | Soil bearing power testing device and soil bearing power testing method |
| CN202928938U (en) * | 2012-12-04 | 2013-05-08 | 中建五局土木工程有限公司 | Pull-out test device for detecting friction characteristics of building reinforcement interface |
| CN103471924A (en) * | 2013-09-30 | 2013-12-25 | 东南大学 | Steel bridge floor and pavement interface shear test device |
| CN104062192A (en) * | 2014-06-25 | 2014-09-24 | 成都东华卓越科技有限公司 | Novel automatic control stacked-ring type shear test apparatus |
| CN104198276A (en) * | 2014-08-25 | 2014-12-10 | 广西科技大学 | Large visual drawing test device for geosynthetics |
| CN104849151A (en) * | 2015-05-29 | 2015-08-19 | 武汉大学 | Movable plate stacking ring shearing apparatus capable of adapting to free shearing deformation |
| DE102016009085A1 (en) * | 2016-07-26 | 2018-02-01 | Bomag Gmbh | Soil compaction roller with sensor device on the rolling drum and method for determining the soil stiffness |
| CN106448419A (en) * | 2016-12-15 | 2017-02-22 | 盐城工学院 | Demonstration device for pull-out tests of geotechnical synthetic material |
| CN107192611A (en) * | 2017-04-15 | 2017-09-22 | 沈阳农业大学 | A kind of open Frozen-thawed cycled drawing comprehensive test apparatus of reinforced earth |
| CN206974834U (en) * | 2017-04-15 | 2018-02-06 | 沈阳农业大学 | A kind of reinforced earth Frozen-thawed cycled drawing comprehensive test apparatus |
| CN108444813A (en) * | 2018-04-03 | 2018-08-24 | 河北工业大学 | Multiple dimensioned soil-rock mixture-interface of basement rock shear property test device and method |
| CN108844827A (en) * | 2018-05-25 | 2018-11-20 | 武汉理工大学 | Multifunctional earth grid pull-out test device based on actual condition |
| CN108680441A (en) * | 2018-05-29 | 2018-10-19 | 四川大学 | Measure the pilot system and test method of side slope plant root-stem relation mechanical characteristic |
| CN210376088U (en) * | 2019-05-09 | 2020-04-21 | 江南大学 | Draw experimental connecting device |
| CN111044374A (en) * | 2020-01-03 | 2020-04-21 | 武汉科技大学 | Anchor rod drawing test platform with adjustable size |
| CN111398052A (en) * | 2020-03-27 | 2020-07-10 | 河海大学 | Large-scale drawing test device of geosynthetic material of intelligence accuse temperature |
| CN111474063A (en) * | 2020-04-27 | 2020-07-31 | 中建东设岩土工程有限公司 | Cold region soil body multidirectional stress field water-heat-force coupling soil pressure testing method and device |
| CN111487134A (en) * | 2020-05-29 | 2020-08-04 | 吉林建筑大学 | Fiber and cementing material drawing test device and test method |
| CN111638141A (en) * | 2020-06-15 | 2020-09-08 | 河北工业大学 | Test device for simulating load-temperature coupling effect |
| CN214894777U (en) * | 2021-03-25 | 2021-11-26 | 招商局公路信息技术（重庆）有限公司 | Automatic test equipment for similar friction coefficient of reinforced material and filler in reinforced soil structure |
Non-Patent Citations (4)
| Title |
|---|
| LIJINGJING 等: "In-situ strength characteristics and stress history effect of silty soil on high-speed railway cut slope", 《JOURNAL OF HUNAN UNIVERSITY》 * |
| 夏增明 等: "用加筋复合土整治裂土路基边坡留坍的试验研究", 《路基工程》 * |
| 杨和平等: "土工格栅拉拔试验研究的现状与发展", 《长沙交通学院学报》 * |
| 郭宇航: "三向土工格栅与砂垫层界面力学特性试验研究", 《万方》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113295539A (en) * | 2021-06-01 | 2021-08-24 | 中国长江三峡集团有限公司 | Plane strain test device and method for reinforced soil unit body |
| CN114018706A (en) * | 2021-11-09 | 2022-02-08 | 长沙学院 | Method for carrying out bearing capacity and drawing test of tire reinforced soil foundation by using same device |
| CN114018706B (en) * | 2021-11-09 | 2022-08-30 | 长沙学院 | Method for carrying out bearing capacity and drawing test of tire reinforced soil foundation by using same device |
| CN114136773A (en) * | 2021-11-10 | 2022-03-04 | 苏州大学 | PIV (particle image velocimetry) enhanced measurement method for plane strain soil sample deformation |
| CN114136773B (en) * | 2021-11-10 | 2023-01-17 | 苏州大学 | PIV (particle image velocimetry) enhanced measurement method for plane strain soil sample deformation |
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