CN110186369B - Experimental device and method for detecting strain of reinforced ring in reinforced soil structure - Google Patents
Experimental device and method for detecting strain of reinforced ring in reinforced soil structure Download PDFInfo
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- CN110186369B CN110186369B CN201910417233.4A CN201910417233A CN110186369B CN 110186369 B CN110186369 B CN 110186369B CN 201910417233 A CN201910417233 A CN 201910417233A CN 110186369 B CN110186369 B CN 110186369B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B7/00—Measuring arrangements characterised by the use of electric or magnetic techniques
- G01B7/16—Measuring arrangements characterised by the use of electric or magnetic techniques for measuring the deformation in a solid, e.g. by resistance strain gauge
- G01B7/18—Measuring arrangements characterised by the use of electric or magnetic techniques for measuring the deformation in a solid, e.g. by resistance strain gauge using change in resistance
Abstract
The invention discloses an experimental device and method for detecting the strain of a reinforced ring in a reinforced soil structure, and belongs to the field of the stress and strain of reinforcement materials in reinforced soil structures. The reinforced soil structure comprises a reaction frame (10), a model box (30), a reinforcing ring (20), a resistance strain gauge, a controller (50), a rainwater simulator (60) and a pressurizing device (90), wherein a wall panel (34), a tie bar (35), filler and the reinforcing ring (20) embedded in the filler are borne in the model box (30), the tie bar (35) is uniformly distributed and adhered to the wall panel (34) layer by layer and is tensioned horizontally, a plurality of reinforcing rings (20) are embedded in layers after each layer of filler is leveled, and the wall panel, the tie bar, the filler and the reinforcing rings embedded in the filler form a reinforced soil structure after being tamped. The device has the advantages of more pertinence in the detection process, simple structure, low failure rate, easiness in maintenance and long service life, and has wide application prospect in the aspect of detecting the strain of the reinforcement ring in the reinforced soil structure with different fillers.
Description
Technical Field
The invention relates to the field of research on stress and strain of reinforcement materials in a reinforced earth structure, in particular to an experimental device and method for detecting strain of a reinforcement ring in a reinforced earth structure.
Background
The reinforced earth is reinforced in the compacted filler, so that cohesive force which is adaptive to the tensile strength of the tie bars can be obtained in the tie bar direction, and the reinforced earth becomes a composite structure capable of supporting the dead weight of external force. The reinforced earth structure generally comprises main parts such as a wall panel, a reinforced material, an earth filler and the like. The structure has the pressure on the wall panel, the self-weight pressure of the soil filler, the tension of the lacing wire, the friction force between the soil filler and the ribs and the like, and the stability of the composite structure is ensured by the balance of the interaction. In general, the reinforced soil structure makes the soil body form a complex by using the friction force generated between the soil body filler and the ribs, improves the strength of the soil body, and resists the lateral pressure generated by the filler behind the wall panel.
However, recent engineering practice and theoretical research show that the reinforced earth structure and the detection thereof have some problems which are difficult to solve. For example, the existing device for detecting the reinforced soil structure not only consumes long time for measurement, but also cannot carry out continuous measurement, has short service life and is not very friendly to the environment.
Disclosure of Invention
The invention aims to overcome the defects in the prior art, and provides an experimental device and a method for detecting the strain of a reinforced ring in a reinforced soil structure, so as to solve the problems that the conventional device for detecting the reinforced soil structure is long in measuring time consumption, incapable of continuously measuring, short in service life, not very friendly to environment and the like.
The purpose of the invention is realized as follows:
the invention provides an experimental device for detecting the strain of a reinforcement ring in a reinforced soil structure, which comprises a reaction frame, a model box, a reinforcement ring, a resistance strain gauge, a controller, a rainwater simulation device and a pressurizing device, wherein the reaction frame is provided with a reaction hole;
the reaction frame comprises a supporting beam, a left side arm, a right side arm and a base, the left side arm and the right side arm are separated from two sides of the horizontal supporting beam and are vertically and fixedly connected with the supporting beam, the bottoms of the left side arm and the right side arm are respectively and vertically and fixedly connected with the base, the model box is arranged right below the supporting beam, and the bottom of the model box is movably connected with the base;
the mold box is a box body with an open upper part, a wall panel, a tie bar, fillers and a reinforcement ring embedded in the fillers are loaded in the mold box, the wall panel is tightly attached to and movably connected with the front side wall of the mold box, the tie bar is uniformly distributed, adhered to the wall panel layer by layer and horizontally tensioned, the fillers are filled in the mold box layer by layer, a plurality of reinforcement rings which are arranged in parallel are filled in the middle of each layer of the leveled fillers layer by layer, the reinforcement rings and the tie bar are alternately arranged, distributed in different filler layers and arranged from bottom to top, the reinforcement rings and the tie bar are distributed from small to large, and the wall panel, the tie bar, the fillers and the reinforcement ring embedded in the fillers form a reinforced soil structure after being tamped;
at least two resistance strain gauges are symmetrically arranged in the middle of the outer wall of the reinforced ring, and the resistance strain gauges are connected with the resistance strain gauges;
a pressurizing device is assembled below the center of the supporting beam and applies pressure to the reinforced soil structure of the demolished model box under the control of the control instrument;
and a plurality of rainwater simulation devices are assembled below two sides of the supporting beam and work under the control of the controller.
Optionally, the inside of the model box of the invention further comprises a plurality of layered plates, and the layered plates are horizontally arranged and slide with the side wall of the model box to move up and down; preferably, the laminate is disposed in the middle of the mold box.
Optionally, the mold box of the invention comprises a front panel, a three-sided ring wall plate, a bottom plate, a movable bolt and a water outlet, wherein the front panel, the three-sided ring wall plate and the bottom plate are fixedly connected with each other, the wall panel and the front panel are arranged in a fit manner through the movable bolt, and the water outlet is arranged at the bottom of the ring wall plate.
Optionally, the upper opening of the model box is rectangular, arched or circular.
Optionally, the pressurizing device of the present invention includes a hydraulic jack and a pressing plate, wherein the pressing plate is horizontally fixed at the bottom of the hydraulic jack.
The invention also provides an experimental method of the experimental device for detecting the strain of the reinforced ring in the reinforced soil structure, which comprises the following steps:
assembling a model box, wherein a front panel, a three-side annular wall plate and a bottom plate of the model box are reliably connected with each other through angle steel and screws, carefully placing the assembled upper opening model box on a base of a reaction frame, adjusting the position of the model box, fixing the model box by using a clamping groove on the base, and slightly pushing the model box to avoid obvious displacement;
secondly, placing the wall panel in a model box, closely attaching and connecting the wall panel with a front panel through a movable bolt, uniformly arranging tie bars on the wall panel layer by layer, reliably bonding the tie bars with the wall panel, flatly and horizontally tensioning, filling filler in the model box layer by layer, and embedding a reinforced ring 20 adhered with a resistance strain gauge in the middle of each layer of filler after being flatly filled in parallel layer by layer so as to enable the top surface of the filler to be filled to a designed elevation surface;
thirdly, tamping the filler in the box by using a solid hammer, and dismantling the front panel after the tamping effect is determined to be good, so as to form an experimental model of the reinforced soil structure;
step four, the pressurizing device is controlled by the controller to apply different levels of pressure to the reinforced soil structure, and the rainwater simulation device can be started if necessary;
step five, detecting and recording the strain change condition of the reinforcement ring under the pressurization condition through a resistance strain gauge;
and step six, disassembling and cleaning the experimental device.
Optionally, in the second step of the present invention, the reinforcement ring is placed in an annular groove having a depth deeper than the height of the reinforcement ring and a width wider than the thickness of the reinforcement ring, and the annular groove is excavated in the middle of each flat layer of the filler surface.
Optionally, in the second step of the present invention, if different fillers are to be filled, the fillers are filled to the preset position of the mold box, and then the fillers are leveled and fixed to the laminate, and another filler is filled to continue filling.
Optionally, in the third step of the invention, careful treatment is needed when the front panel is dismantled, the movable bolts on the box body are carefully removed, then the whole front panel is dismantled, the front panel is kept stand for 1min, the reinforced earth structure is observed, and if sand leakage or large-area collapse of the reinforced earth structure occurs, the second step, the third step are repeated until the stable experimental model of the reinforced earth structure is formed.
Advantageous effects
(1) The device for detecting the reinforced soil structure has the advantages of simple structure, low failure rate, easiness in maintenance, more pertinence in the detection process, no time limitation, capability of repeatedly detecting, and greatly shortened detection time compared with the traditional test method;
(2) according to the device for detecting the reinforced soil structure, the model box, the reaction frame and the like are made of hard materials such as metal and plywood, so that the device is not easy to damage, long in service life and environment-friendly;
(3) according to the experimental device, the pressure of different grades is applied through the pressurizing device, the strain change of the reinforced ring can be directly detected, particularly the strain change of the reinforced ring in reinforced soil structures with different fillers is detected, and the pertinence is strong; the rainwater simulation device can simulate rainfall, and further detect the change of the strain of the reinforcement ring in the reinforced soil structure under the complex condition.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a structural front view of an experimental apparatus for detecting the strain of a reinforced ring in a reinforced earth structure according to the present invention;
FIG. 2 is a cross-sectional view of the mold box of FIG. 1 in accordance with the present invention;
FIG. 3 is a top view of the mold box of FIG. 1 in accordance with the present invention;
wherein the reaction frame 10
Lacing wire 35
Laminated plate 37
Pressurizing device 90
And a pressure plate 93.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
For convenience of description, the words "up", "down", "left" and "right" in the present invention, if any, merely indicate correspondence with up, down, left and right directions of the drawings themselves, and do not limit the structure, but merely facilitate the description of the invention and simplify the description, rather than indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the invention.
As already mentioned above, recent engineering practices and theoretical studies have shown that reinforced earth structures present some difficult problems to solve. For example, the problems of corrosion resistance and adaptability to soil of the reinforced material, the problem that the theoretical calculation result of the reinforced soil structure in engineering construction is not matched with the actual engineering and the like. In order to overcome the problems, China provides a novel material, namely a reinforced ring, which can replace a lacing wire. However, the technical development is not mature, and particularly, the problems of stress and strain relationship of the reinforcement ring in reinforced earth structures with different fillers are not solved well. In general engineering, a flat plate loading method is adopted for stress test of the reinforced ring in the reinforced soil structure, but more manpower and material resources are needed to be consumed for applying load and constructing the reinforced structure, the test can be completed within a plurality of hours or even longer, and the test efficiency is lower. The use of the reinforced ring is influenced by a plurality of factors, the important item is the adaptability problem of the reinforced soil body, namely the filler, and the study on the adaptability of the reinforced ring to different fillers and the use of the strain of the reinforced ring to reflect the utility of the reinforced ring have great significance.
Aiming at the problems, the invention discloses an experimental device for detecting the strain of a reinforced ring in a reinforced soil structure, which comprises a reaction frame 10, a reinforced ring 20, a model box 30, a controller 50, a rainwater simulator 60, a resistance strain gauge and a pressurizing device 90. As shown in fig. 1, the reaction frame 10 includes a support beam 11, a left side arm 12, a right side arm 13, and a base 14. The left side arm 12 and the right side arm 13 are separated from the two sides of the horizontal supporting beam 11 and are vertically and fixedly connected with the supporting beam 11, and the bottoms of the left side arm and the right side arm are respectively and vertically and fixedly connected with the base 14. The model box 30 is arranged right below the supporting beam 11, and the bottom of the model box is movably connected with the base 14 through a clamping groove, so that the model box 30 is convenient to disassemble, assemble and clean.
The mold box 30 is a box body with an open upper part, and is internally provided with a bearing wall panel 34, a lacing bar 35, filling materials and a reinforcement ring 20 embedded in the filling materials. The main body of the model box 30 is formed by combining plywood, all panels are reliably connected through angle steel and screws, and the model box comprises a front panel 31, a three-side annular wall plate 32, a bottom plate 33, a plurality of movable bolts 36 and a water outlet 38, wherein the front panel 31, the three-side annular wall plate 32 and the bottom plate 33 are fixedly connected with each other. The wall panel 34 is a thin plate made of synthetic rubber such as Styrene Butadiene Rubber (SBR) or other flexible materials, the wall panel 34 is closely attached to the front panel 31 through a movable bolt 36, and the water outlet 38 is arranged at the bottom of the circular wall panel 32 and is led out by a water discharge pipe. The front panel 31 is used to support the wall panels 34 and, when not filled with filler, in combination with the annular wall panels 32, provides a lateral confinement for the reinforced earth structure, as shown in figure 2. The mold box 30 has a rectangular, arched or circular upper opening, such as the mold box 30 has a box body size of 1.2m in length, 1m in width, and 1m in height, and the wall plate 34 has an arched upper opening, as shown in fig. 3. The tie bar 35 is made of polypropylene plastic or other flexible materials with a certain tensile strength, and is uniformly distributed and adhered to the wall panel 34 layer by layer and is horizontally tensioned, and generally, the anchoring length of the tie bar 35 is not less than 20 cm. The filler is filled in the model box 30 in a layered manner, and the filler can be various types including clay, sandy soil, garbage soil, broken stones and the like. After each layer of filler is leveled, a plurality of parallel reinforcement rings 20 are buried in the middle of the filler layer by layer, and the reinforcement rings 20 are annular and made of styrene butadiene rubber or other synthetic rubber. The reinforced ring 20 is arranged in the middle of each layer of filling surface and is alternately arranged with the tie bars 35, the tie bars 35 are arranged on one side closer to the wall panel 34, and the reinforced ring 20 is only overlapped with the upper half part of the tie bars 35 so as to form a reinforced soil structure better. The ribbed rings 20 and the tie bars 35 are in different packing layers, as shown in fig. 2. The reinforcement rings and the tie bars with different specifications can be arranged according to test requirements, the dimension of the reinforcement ring with each specification can be different, and the radius difference of the reinforcement rings is 0.1m from bottom to top. Fig. 2 shows a specific arrangement, two types of the reinforcement rings 20 are used, the reinforcement rings 20 with the radius of 0.25m and the wall thickness of 8cm are arranged at a plurality of layers at the lower part, and the length of the tie bars is 0.5 m; the reinforced rings 20 with the radius of 0.35m and the wall thickness of 8cm are arranged on a plurality of layers at the upper part, and the length of the lacing wire is 0.7 m.
Resistance strain gauges 40 are symmetrically arranged in the middle of the outer wall of the reinforcing ring 20, the specific number of the resistance strain gauges 40 is determined according to experimental requirements, and at least two resistance strain gauges (not shown in the figure) are symmetrically arranged and connected with the resistance strain gauges.
The wall panel 34, the tie bars 35, the filler and the reinforcement ring 20 embedded in the filler are tamped to form a reinforced earth structure.
The mold box 30 may further include a plurality of layered plates 37 made of plywood for filling different fillers to detect a change in strain of the reinforcement ring 20 in the reinforced earth structure when different fillers are added. The plates 37 are horizontally disposed and slidably translate up and down with the side walls of the mold box so that when vertical pressure is applied, the plates 37 transmit pressure to the underlying fill material, as illustrated in FIG. 2 by a plate 37 disposed in the middle of the mold box.
As shown in fig. 2, a pressurizing device 90 is installed under the center of the support beam 11, the pressurizing device 90 is composed of a hydraulic jack 91 and a pressure plate 93, the pressure plate 93 is horizontally fixed at the bottom of the hydraulic jack 91 and is used for applying different levels of pressure to the reinforced earth structure of the demolition mold box 30, and the strain of the reinforcing ring 20 can be detected when the pressurizing is performed.
A plurality of rainwater simulation devices 60 are mounted below both sides of the support beam 11, and the rainwater simulation devices 60 are turned on under the control of the controller 50. The rainwater simulator 60 supplies water through an external water pipe, the controller 5 adjusts the magnitude of the simulated rainfall, and finally the water in the tank is discharged through the water outlet 38. The rain simulation device 60 can simulate rainfall, and further detect the change of strain of the reinforcement ring 20 in the reinforced earth structure under complex conditions.
The working principle of the reinforcing ring 20 is that the characteristic of high tensile strength of the synthetic rubber is fully utilized, so that the lateral pressure generated by the filler in the circular ring is born by the reinforcing ring 20; the packing in the rings is compressed under vertical load and expands laterally, while the stiffening rings 20 constrain this lateral deformation. The reinforced ring 20 blocks the transmission of the pressure in the ring to the outside of the ring, and forms a cake-shaped reinforced body together with the packing in the ring, and a plurality of layers of cake-shaped reinforced bodies are crossly superposed to form a reinforced soil structure entity. The external stability of the reinforced earth structure can be calculated by adopting coulomb or Rankine theory.
Because the back of the wall panel 34 is vertical and smooth, and the friction force between the back of the wall and the filler is neglected, the Rankine active soil pressure formula can be utilized, and according to the limit balance condition of the soil body, because the filler has no viscous filler, and the cohesive force c is not considered, the wall panel can be obtained:
pa＝γ×z×Ka
in the formula: ka-active soil pressure coefficient; γ — filler weight behind wall, unit: kN/m3Effective severity is used below the groundwater level;
the internal friction angle of the wall back filler, unit: (iv) DEG; z-depth of the calculated point from the fill level, in units: and m is selected.
The solution of the active earth pressure is beneficial to researching the stress characteristics of the reinforced earth structure, and the strain characteristics of the reinforced ring 20 in the reinforced earth structure can be better detected under the condition that the reinforced ring 20 is embedded in the reinforced earth.
The experimental method of the experimental device for detecting the strain of the reinforced ring in the reinforced soil structure comprises the following steps:
firstly, assembling a model box 30, wherein a front panel 31, a three-side annular wall panel 32 and a bottom panel 33 of the model box 30 are reliably connected with each other through angle steel and screws, carefully placing the assembled upper open-type model box 30 on a base 14 of a reaction frame 10, adjusting the position of the model box 30, and slightly pushing the model box 30 without obviously displacing by using a clamping groove on the base 14 to fix the model box 30.
And step two, the wall panel 34 is placed in the model box 30 and is connected with the front panel 31 in a clinging manner through the movable bolt 36, the tie bars 35 are uniformly distributed on the wall panel 34 layer by layer and are reliably bonded with the wall panel 34 and horizontally tensioned, so that the tie bars 35 have sufficient tension. Filling filler in a mould box 30 in layers, wherein the height of each layer is 0.05-0.2m, flattening and straightening the lacing wires 35, embedding the reinforcement rings 20 adhered with the resistance strain gauges 40 in layers after each layer of filler is flattened, and then filling filler in an upper layer to enable the top surface of the filler to be filled to a designed height surface.
For a plurality of layers of fillers on the lower part, a plurality of parallel-arranged ring ditches with the radius of 0.25m are dug in the middle of the filler surface after the filler surface is leveled, for a plurality of layers of fillers on the upper part, a plurality of parallel-arranged ring ditches with the radius of 0.35m are dug in the middle of the filler surface after the filler surface is leveled, and obviously, the number of the ring ditches arranged on the filler on the upper part is less than that of the ring ditches arranged on the filler on the lower part. The depth of the ring groove is slightly deeper than the height of the reinforced ring 20, and the groove width is slightly wider than the thickness of the reinforced ring 20, so that the reinforced ring 20 can be put down. The concrete parameters of the concrete layer number of the filler, the number of the ring grooves, the specification of the reinforced ring 20 and the like are determined by a tester according to the actual situation on site.
If different fillers are required to be filled, the fillers are leveled and fixed on the layering plate 37 after being filled to the preset position of the model box, the layering plate 37 is pressed to be placed horizontally as much as possible, and another filler is filled to be filled continuously, wherein the filled fillers are determined by specific experimental requirements. The above process is repeated to fill the filler to the designed height level, typically about 1cm below the horizontal plane at the top of the shingle 34.
And step three, tamping the filler in the box by using a solid hammer, and dismantling the front panel 31 after the tamping effect is determined to be good, so as to form an experimental model of the reinforced soil structure.
When the front panel 31 is detached, careful treatment is needed, firstly, the movable bolts 36 on the box body are carefully removed, then, the whole front panel 31 is detached, the stand is carried out for 1min, the reinforced soil structure is observed, and the next step can be carried out if no sand leakage phenomenon exists. And if the phenomena of sand leakage or large-area collapse of the reinforced soil structure occur, repeating the second step and the third step until a stable experimental model of the reinforced soil structure is formed.
And step four, after the reinforced earth structure is stable, the control instrument 50 controls the pressurizing device 90 to apply pressures of different grades to the reinforced ring 20 in the reinforced earth structure, and the control instrument 50 can control the magnitude of the applied pressure and load the reinforced ring from small to large. If the working condition during rainfall simulation needs to be simulated, the rainwater simulation device 60 can be started to simulate rainfall for the reinforced soil structure. The rainwater simulator 60 supplies water through an external water pipe, the controller 50 adjusts the magnitude of the simulated rainfall, and finally the water in the tank is discharged through the water outlet 38.
Step five, detecting the strain change condition of the synthesized reinforced ring 20 through a resistance strain gauge and recording: in the pressurizing process, the resistance strain gauge displays the strain condition of the synthesized reinforced ring 20 in real time, and records the strain characteristics of the synthesized reinforced ring 20 under the condition of repeatedly applying loads, so that the strain characteristics of the reinforced ring 20 in the reinforced soil structure are researched. The strain change conditions of the reinforcement ring 20 under the condition of adding different fillers are compared and recorded, a comparison test can be carried out on the strain of the reinforcement ring 20 with different fillers, and the adaptability of the reinforcement ring to different types of fillers is tested.
Step six, disassembling and cleaning the device: after the test is completed, the pressurizing device 90 and the simulated rainwater device 10 are closed, and the rainwater in the model box 30 is removed and stored after the rainwater in the model box is drained from the drainage port 38. After confirming that there is no remaining sand, the mold box 30 is removed and wiped clean, and the sand is stored after draining off water.
The device has long service life and wide application prospect in the aspect of detecting the strain of the reinforcement ring in reinforced soil structures with different fillers.
The above-mentioned embodiments are intended to explain the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are only exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention. The manner of fixing the oiled paper/film of the above embodiments is suitable for other devices or apparatuses for producing glue dripping, and any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The utility model provides an experimental apparatus that adds muscle ring strain in detection reinforced earth structure which characterized in that: the device comprises a reaction frame (10), a model box (30), a reinforcing ring (20), a resistance strain gauge, a control instrument (50), a rainwater simulation device (60) and a pressurizing device (90);
the reaction frame (10) comprises a supporting beam (11), a left side arm (12), a right side arm (13) and a base (14), the left side arm (12) and the right side arm (13) are separated from two sides of the horizontal supporting beam (11) and are vertically and fixedly connected with the supporting beam (11), the bottoms of the left side arm and the right side arm are respectively and vertically and fixedly connected with the base (14), the model box (30) is arranged under the supporting beam (11), and the bottom of the model box (30) is movably connected with the base (14);
the mold box (30) is a box body with an open upper part, a wall panel (34), a tie bar (35), filler and a reinforced ring (20) embedded in the filler are loaded in the mold box, the wall panel (34) is tightly attached to the front side wall of the mold box and movably connected with the front side wall of the mold box, the tie bar (35) is uniformly distributed, adhered to the wall panel (34) layer by layer and horizontally tensioned, the filler is embedded in the mold box (30) layer by layer, a plurality of reinforced rings (20) which are arranged in parallel are embedded in the middle of each layer of filler in layers, the reinforced rings (20) and the tie bar (35) are alternately arranged and distributed in different filler layers, and from bottom to top, the reinforced rings (20) and the tie bar (35) are distributed from small to large, and the wall panel (34), the tie bar (35), the filler and the reinforced ring (20) embedded in the filler are tamped to form a reinforced soil structure;
at least two resistance strain gauges (40) are symmetrically arranged in the middle of the outer wall of the reinforcing ring (20), and the resistance strain gauges (40) are connected with a resistance strain gauge;
a pressurizing device (90) is assembled below the center of the supporting beam (11), and the pressurizing device (90) applies pressure to the reinforced soil structure of the demolition model box (30) under the control of the control instrument (50);
a plurality of rainwater simulation devices (60) are arranged below two sides of the supporting beam (11), and the rainwater simulation devices (60) work under the control of the control instrument (50).
2. The assay device of claim 1, wherein: the model box (30) is internally provided with a plurality of layered plates (37), and the layered plates (37) are horizontally arranged and slide with the side wall of the model box (30) to move up and down.
3. The assay device of claim 2, wherein: the layered plate (37) is arranged in the middle of the model box.
4. The assay device of claim 1, wherein: the mold box (30) comprises a front panel (31), a three-side ring wall plate (32), a bottom plate (33), movable bolts (36) and a water outlet (38), wherein the front panel (31), the three-side ring wall plate (32) and the bottom plate (33) are fixedly connected with each other, the wall panel (34) and the front panel (31) are attached to each other through the movable bolts (36), and the water outlet (38) is formed in the bottom of the ring wall plate (32).
5. The assay device of claim 1, wherein: the upper opening of the model box (30) is rectangular, arched or circular.
6. The assay device of claim 1, wherein: the pressurizing device (90) comprises a hydraulic jack (91) and a pressing plate (93), wherein the pressing plate (93) is horizontally fixed at the bottom of the hydraulic jack (91).
7. An experimental method of an experimental device for detecting the strain of a reinforced ring in a reinforced earth structure is characterized in that: the method comprises the following steps:
assembling a model box (30), wherein a front panel (31), a three-sided annular wall plate (32) and a bottom plate (33) of the model box (30) are reliably connected with each other through angle steel and screws, the assembled model box (30) with an upper opening is carefully placed on a base (14) of a reaction frame (10), the position of the model box (30) is adjusted, a clamping groove on the base (14) is used for fixing the model box (30), and the model box (30) is pushed lightly without obvious displacement;
secondly, placing the wall panel (34) in a model box (30), connecting the wall panel with a front panel (31) in a clinging manner through a movable bolt (36), uniformly arranging tie bars (35) on the wall panel (34) layer by layer, reliably bonding the tie bars with the wall panel (34), horizontally tensioning the tie bars, filling fillers in the model box (30) layer by layer, and embedding a reinforced ring (20) adhered with a resistance strain gauge (40) in the middle of each layer of filler after the filler is leveled layer by layer in parallel to enable the top surface of the filler to be filled to a designed height surface;
thirdly, tamping the filler in the box by using a solid hammer, and dismantling the front panel (31) after the tamping effect is determined to be good, so as to form an experimental model of the reinforced earth structure;
step four, controlling the pressurizing device (90) to apply different levels of pressure to the reinforced soil structure through the control instrument (50), and starting the rainwater simulation device (60) if the working condition during rainfall needs to be simulated;
step five, detecting and recording the strain change condition of the reinforcement ring (20) under the pressurization condition through a resistance strain gauge;
and step six, disassembling and cleaning the experimental device.
8. The experimental method according to claim 7, characterized in that: and in the second step, the reinforcing ring (20) is arranged in an annular groove with the groove depth being higher than the height of the reinforcing ring (20) and the groove width being wider than the thickness of the reinforcing ring (20), and the annular groove is excavated in the middle of each layer of the flat filler surface.
9. The experimental method according to claim 8, characterized in that: in the second step, if different fillers are required to be filled, the fillers are filled to the preset position of the model box, then the fillers are leveled and fixed on the layering plate (37), and then another filler is filled for continuous filling.
10. The experimental method according to any one of claims 7 to 9, characterized in that: in the third step, the front panel (31) needs to be removed carefully, the movable bolt (36) on the box body needs to be removed carefully, then the front panel (31) is integrally removed, the standing is carried out for 1min, the reinforced soil structure is observed, and if the phenomena of sand leakage or large-area collapse of the reinforced soil structure occur, the second step and the third step are repeated until the stable experimental model of the reinforced soil structure is formed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910417233.4A CN110186369B (en) | 2019-05-20 | 2019-05-20 | Experimental device and method for detecting strain of reinforced ring in reinforced soil structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910417233.4A CN110186369B (en) | 2019-05-20 | 2019-05-20 | Experimental device and method for detecting strain of reinforced ring in reinforced soil structure |
Publications (2)
| Publication Number | Publication Date |
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| CN110186369A CN110186369A (en) | 2019-08-30 |
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| CN203414351U (en) * | 2013-09-09 | 2014-01-29 | 长沙学院 | Prestrain reinforced experimental device |
| CN103674706A (en) * | 2013-12-18 | 2014-03-26 | 湖北工业大学 | Pullout and model dual-purpose test device for reinforced earth structure of tire as well as test measurement method |
| WO2014054642A1 (en) * | 2012-10-04 | 2014-04-10 | 日鐵住金建材株式会社 | Steel pipe insertion work steel pipe strain detection structure |
| CN107354961A (en) * | 2017-07-28 | 2017-11-17 | 山东大学 | Variation rigidity prestressed anchor Rods In Tied Double Retaining Walls soil arching effect pilot model apparatus and method |
| CN109307617A (en) * | 2018-10-24 | 2019-02-05 | 中北大学 | Reinforcement method reinforces weak sand foundation indoor model |
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| CN1448590A (en) * | 2002-04-03 | 2003-10-15 | 庄维健 | New structure of reinforced retaining wall |
| CN203083879U (en) * | 2013-02-26 | 2013-07-24 | 长安大学 | Soil anchor strain testing system |
| CN206768861U (en) * | 2017-06-01 | 2017-12-19 | 中冶赛迪工程技术股份有限公司 | A kind of reinforcement ring retaining wall |
| CN208815584U (en) * | 2018-09-04 | 2019-05-03 | 山东大学 | A kind of reinforced earth retaining wall failure mechanism experimental provision |
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| WO2014054642A1 (en) * | 2012-10-04 | 2014-04-10 | 日鐵住金建材株式会社 | Steel pipe insertion work steel pipe strain detection structure |
| CN203414351U (en) * | 2013-09-09 | 2014-01-29 | 长沙学院 | Prestrain reinforced experimental device |
| CN103674706A (en) * | 2013-12-18 | 2014-03-26 | 湖北工业大学 | Pullout and model dual-purpose test device for reinforced earth structure of tire as well as test measurement method |
| CN107354961A (en) * | 2017-07-28 | 2017-11-17 | 山东大学 | Variation rigidity prestressed anchor Rods In Tied Double Retaining Walls soil arching effect pilot model apparatus and method |
| CN109307617A (en) * | 2018-10-24 | 2019-02-05 | 中北大学 | Reinforcement method reinforces weak sand foundation indoor model |
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