CN107354961B - Variable-rigidity pre-stressed anchor-pull type retaining wall soil arch effect test model device and method - Google Patents
Variable-rigidity pre-stressed anchor-pull type retaining wall soil arch effect test model device and method Download PDFInfo
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- CN107354961B CN107354961B CN201710633158.6A CN201710633158A CN107354961B CN 107354961 B CN107354961 B CN 107354961B CN 201710633158 A CN201710633158 A CN 201710633158A CN 107354961 B CN107354961 B CN 107354961B
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
Abstract
The invention discloses a variable-rigidity pre-stressed anchor-pull type retaining wall soil arch effect test model device and a method. The rigidity of 4 retaining walls is designed. The method specifically comprises the following steps: the first structure is the constant cross-section design that commonly uses, and the second is for increasing the rib post on first kind structural design's basis, and the third is the cross-sectional dimension of wall between the attenuate anchor on second kind structural design's basis, and fourth kind structural dimension is with the third, and the mode of linking becomes articulated.
Description
Technical Field
The invention belongs to the field of road engineering, and particularly relates to a pre-stressed anchor-pull type retaining wall soil arch effect test model device under variable rigidity, which comprises three forms: suspended anchor type, pressure dispersion type, and anchor plate type.
Background
In recent years, in response to the national call for improvement of the land saving level, many various technologies such as a low embankment, a new retaining wall, waste materials along a road, and the like have been proposed everywhere. The retaining wall technology is flexible in arrangement, convenient and fast in construction and remarkable in land saving effect, forms various retaining wall technology groups with various characteristics in recent years, such as anchor-pull type retaining structure types of pressure dispersion type, mutual anchor type, mortar anchor rod type and the like, and achieves good engineering effect in actual engineering. However, during field tests and model tests of the retaining wall structures, the soil pressure distribution on the retaining plates does not conform to the classic soil pressure theory, but a remarkable redistribution phenomenon occurs. The analogy of related documents shows that the phenomenon occurs because the anchoring-pulling type retaining walls are subjected to lateral constraint at anchoring points, and are subjected to uneven deformation under lateral soil pressure, so that a remarkable soil arch effect is formed behind the walls, and the distribution of the soil pressure is further changed. According to the traditional design method of the retaining wall, the phenomena of insufficient reinforcement quantity of an anchoring section and excessive reinforcement quantity of the root parts of the wall and the wall body between anchors easily occur, so that the structural design of the retaining wall is not safe and uneconomical; (2) According to the sectional type soil pressure calculation method provided by professor Zhang hongbo of Shandong university, although the structural safety can be ensured, the design of the inter-anchor wall is too conservative and uneconomical because the load sharing effect of a soil arch is not considered; (3) The two methods do not consider the dynamic evolution of the soil pressure, and the worst loaded state of the retaining wall cannot be reasonably determined, so that certain potential safety hazards still exist in the structural design of the retaining wall.
Disclosure of Invention
In order to overcome the defects of the prior art, in order to better popularize and apply the anchor-pull type retaining wall, the stress characteristics, the deformation characteristics and the soil pressure distribution rule of the retaining wall need to be deeply researched, a wall-soil interaction mechanism is disclosed, the three-dimensional soil arch effect generation mechanism and the dynamic evolution rule are analyzed, a soil pressure space distribution model is constructed, a retaining wall design method is optimized, and a pressure dispersion type retaining wall theoretical system is formed; the invention provides a three-dimensional soil arch effect model test device for a prestressed anchor-pull retaining wall under different rigidity and displacement modes; the device can be used for simulating basic anchoring-pulling type retaining wall structures, such as anchoring plate type retaining walls, pressure dispersion type retaining walls and suspension anchoring type retaining walls.
The technical scheme adopted by the invention is as follows:
a prestressed suspension anchor type retaining wall soil arch effect test model device under variable rigidity; the device comprises a frame, wherein a filler is filled in the frame; the top of the frame is provided with a reaction frame, the bottom of the reaction frame is provided with a jack, vertical force applied by the jack is uniformly distributed to a loading plate II through a stress diffusion support, and the loading plate II applies force to the filler in the frame; a retaining wall is arranged in the frame and connected with an anchor plate pre-embedded in the filler through a horizontal anchor rod; a high-speed camera is arranged outside the frame to shoot the displacement condition of the filler in the loading process; embedding a soil pressure gauge, a strain gauge and a dial indicator at set intervals on the wall surface of the retaining wall; a pressure sensor is arranged between the jack and the reaction frame.
A prestress pressure dispersion type retaining wall soil arch effect test model device under variable rigidity comprises a frame, wherein a filler is filled in the frame; the top of the frame is provided with a reaction frame, the bottom of the reaction frame is provided with a jack, vertical force applied by the jack is uniformly distributed to a loading plate II through a stress diffusion support, and the loading plate II applies force to a filler in the frame; a retaining wall is arranged in the frame and is directly connected to the side wall of the frame through a horizontal anchor rod; a high-speed camera is arranged outside the frame to shoot the displacement condition of the filler in the loading process; embedding a soil pressure gauge, a strain gauge and a dial indicator at set intervals on the wall surface of the retaining wall; and a pressure sensor is arranged between the jack and the reaction frame.
A prestressed anchorage plate type retaining wall model test device under variable rigidity comprises a frame, wherein a filler is filled in the frame; the top of the frame is provided with a reaction frame, the bottom of the reaction frame is provided with a jack, vertical force applied by the jack is uniformly distributed to a loading plate II through a stress diffusion support, and the loading plate II applies force to a filler in the frame; a retaining wall is arranged in the frame and is directly connected with a plurality of anchor plates through a horizontal anchor rod; a high-speed camera is arranged outside the frame to shoot the displacement condition of the filler in the loading process; embedding a soil pressure gauge, a strain gauge and a dial indicator at set intervals on the wall surface of the retaining wall; a pressure sensor is arranged between the jack and the reaction frame.
Furthermore, four side walls of the frame are formed by assembling 3 steel frames and 1 organic glass plate, wherein a hole is reserved in one side steel frame to facilitate human test operation; the bottom of the frame is a steel base.
Furthermore, a hole with the diameter of 0.5m is reserved in one side wall of the frame, and the other part of the frame is rigidly connected with the adjacent two side walls.
Furthermore, the organic glass plate is arranged on one side of the front and is rigidly connected with the left and right steel frames.
Furthermore, the anchor cable is connected with the anchor plate through an anchor bolt, and the outside of the anchor cable is fixed through an anchor.
Furthermore, the pressure sensor is placed between the reaction frame and the jack through the cushion block.
Furthermore, the number of the anchor plates is determined on each anchor system according to the type of the retaining wall.
Furthermore, the reaction frame is formed by splicing and welding I-shaped steel, is integrally in an inverted U shape, and two end parts of the reaction frame are connected with the reaction frame fixing device through bolts.
Furthermore, the retaining wall comprises a wall body and a wall bottom plate; the concrete forms include four types:
the first structure is a wall body with uniform cross section design, and the wall body is welded with a wall bottom plate;
secondly, adding rib columns on the wall body, and welding the wall body and the wall bottom plate;
the third is to reduce the section size of the wall body, and the wall body is welded with the wall bottom plate;
the fourth structure size is the same as the third, and the wall body and the wall bottom plate are welded to form a hinge joint.
The retaining wall consists of a wall body, a wall bottom plate and wall ribs, wherein the wall body and the wall bottom plate are connected in a rigid connection mode and a hinged connection mode, the wall bottom plate is simulated by two baffles, and the wall bottom plate is absolutely rigid, movable up and down and adjustable in width and is used for simulating an anchoring section; the wall body of the retaining wall is simulated by a baffle, and the rigidity, the width and the upper and lower positions of the retaining wall are all adjustable, so that the retaining wall is used for simulating the wall between anchors.
Furthermore, the soil pressure gauge is arranged on the wall body and is used for measuring the soil pressure received by the wall body;
the dial indicator is arranged on the wall body and is used for measuring the horizontal displacement of the wall body;
the strain gauge is pasted on the wall body and is used for detecting the deformation of the wall body after being stressed.
The specific test operation of the invention comprises the following steps:
1) Burying soil pressure gauges, percentage tables and strain gauges at set intervals on the wall surface of a retaining wall in the model groove, and filling quartz sand into the model groove in a multi-layer mode according to set compaction degree;
2) When the height of the filled soil body is greater than that of the anchoring system at the lowest position, reversely excavating and embedding the anchor cable and the anchor plate, and connecting the anchor cable, the anchor plate and the retaining wall through bolts; other heights of anchoring systems are treated in the same way;
3) When the whole model groove is filled with quartz sand, the top surface is tamped and leveled, and a large loading plate, a stress diffusion bracket, a small loading plate, a jack, a pressure sensor and a reaction frame are sequentially arranged on the top surface;
4) A retaining wall structure form is selected, a loading mode is selected, and the soil pressure change condition, the quartz sand particle displacement condition and the retaining wall displacement condition are monitored.
5) 4 different retaining wall structure forms are designed to simulate the change of the retaining wall rigidity, and the loading modes comprise three modes of vertical loading in a non-prestressed state, vertical loading in a prestressed state (including low, medium and high), proportional loading of prestress and vertical load and the like, and are used for simulating the influence of different stress paths on soil pressure redistribution;
6) Changing the retaining wall structure form and the loading mode, and repeating the steps 1-5 to finish the experiment operation;
the invention has the beneficial effects that:
1) The invention provides a novel device structure for exploring a three-dimensional soil arching effect and a using method thereof, and overcomes the defects of the existing indoor experiment exploration of the three-dimensional soil arching effect.
2) This test device accessible changes the form of laying of anchor device, like the picture, can use single anchor board, many anchor boards, anchor rope to simulate anchor board-like retaining wall, pressure dispersion type retaining wall, hang anchor formula retaining wall, has avoided experimental unicity result, has more convincing.
3) One side of the model is provided with an organic glass plate, the filler is transparent quartz sand, and one side of the organic glass plate is monitored by a high-speed camera.
4) The model of the invention ingeniously designs the rigidity of 4 retaining walls by combining the baffle plates and the rib columns. The method specifically comprises the following steps: the first structure is the constant cross-section design that commonly uses, and the second is for increasing the rib post on first kind structural design's basis, and the third is the cross-sectional dimension of wall between the attenuate anchor on second kind structural design's basis, and fourth kind structural dimension is with the third, and the mode of linking becomes articulated.
5) The loading mode of the model is to apply an upper load by erecting a counterforce beam on the upper part of the model box, and the loading mode comprises three modes of vertical loading in a non-prestressed state, vertical loading in a (low, medium and high) prestressed state, proportional loading of prestress and vertical load and the like. As shown in the figure, a soil pressure gauge and a strain gauge are distributed on the baffle plate so as to monitor the change of the soil pressure under the action of the upper load at any time, and the occurrence mechanism and the existence mode of the three-dimensional soil arching effect are revealed by matching the displacement of the transparent quartz sand shot by the high-speed camera.
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 front view of a prestressed suspension-anchored retaining wall model test apparatus of the present invention;
FIG. 2 is a front view of the pre-stressed pressure-dispersed retaining wall model test apparatus of the present invention;
FIG. 3 is a front view of the pre-stressed anchoring plate type retaining wall model test device of the invention;
FIG. 4 is a side view of the pre-stressed anchor-pull type retaining wall model test device of the present invention;
FIG. 5 shows the stiffness variation and connection of the retaining wall cross-section according to the present invention (the first 3 are rigid joints and the fourth is hinged);
FIG. 6 is a retaining wall soil pressure and strain monitoring layout of the present invention;
in the figure: 1 pressure sensor, 2 reaction frames, 3 loading plates, 4 anchor plates, 5 anchor rods, 6 retaining walls, 7 anchors, 8 stress diffusion supports, 9 anchor heads, 10 retaining wall ribs, 11 jacks, 12 frames and 13 steel plates.
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.
As introduced by the background art, the spatial distribution characteristics of the soil pressure and the existence of the dynamic evolution phenomenon in the prior art can bring the following problems to the structural design, namely (1) according to the traditional design method of the retaining wall, the phenomena of insufficient reinforcement quantity of an anchoring section and excessive reinforcement quantity of the root parts of the wall and the wall body between anchors can easily occur, so that the structural design of the retaining wall is not safe and uneconomical; (2) According to the sectional type soil pressure calculation method provided by Zhang hongbo professor of Shandong university, although the structural safety can be ensured, the design of the inter-anchor wall is too conservative and uneconomical because the load sharing function of the soil arch is not considered; (3) In order to solve the technical problems, the invention provides a three-dimensional soil arch effect model test device suitable for the prestressed anchor-pull type retaining wall under different rigidity and displacement modes.
The technical scheme of the invention is further explained by combining the accompanying drawings as follows:
as shown in fig. 1, the pre-stressed anchor-pull type retaining wall test model device under variable stiffness comprises a pressure sensor 1, a reaction frame 2, a loading plate 3, an anchoring plate 4, an anchor rod 5, a retaining wall 6, an anchorage device 7, a stress diffusion bracket 8, an anchor head 9, retaining wall ribs 10, a jack 11, a frame 12 and a steel plate 13;
the loading plates 3 are steel frame plates, need no bolt for reinforcement and are directly arranged at designated positions, the stress diffusion supports 8 are fixed between the upper loading plate 3 and the lower loading plate 3 through bolts, and the effect of uniformly distributing loads on the soil body is achieved through the loading plates 3 and the stress diffusion supports 8;
the frame is internally provided with a retaining wall, and the retaining wall is connected with an anchoring plate pre-embedded in the filler through a horizontal anchor rod; a high-speed camera is arranged outside the frame to shoot the displacement condition of the filler in the loading process; embedding a soil pressure gauge, a strain gauge and a dial indicator at set intervals on the wall surface of the retaining wall; and a pressure sensor is arranged between the jack and the reaction frame.
As shown in fig. 2, the device for testing the prestressed anchoring plate type retaining wall model under variable stiffness comprises a frame 12, wherein a filler is filled in the frame 12; the top of the frame 12 is provided with a reaction frame 2, the bottom of the reaction frame 2 is provided with a jack 11, the vertical force exerted by the jack 11 is uniformly distributed to the loading plate 3 through a stress diffusion bracket, and the loading plate 3 exerts force on the filler in the frame; a retaining wall 6 is arranged in the frame, and the retaining wall 6 is directly connected to the side wall of the frame 12 through a horizontal anchor rod; a high-speed camera is arranged outside the frame to shoot the displacement condition of the filler in the loading process; embedding a soil pressure gauge, a strain gauge and a dial indicator at set intervals on the wall surface of the retaining wall; and a pressure sensor is arranged between the jack and the reaction frame.
As shown in fig. 3, the device for testing the prestressed anchoring plate type retaining wall model under variable stiffness comprises a frame 12, wherein the frame 12 is filled with filler; the top of the frame 12 is provided with a reaction frame 2, the bottom of the reaction frame 2 is provided with a jack 11, the vertical force exerted by the jack 11 is uniformly distributed to the loading plate 3 through a stress diffusion bracket, and the loading plate 3 exerts force on the filler in the frame; a retaining wall 6 is arranged in the frame, and the retaining wall 6 is directly connected with a plurality of anchor plates 4 through a horizontal anchor rod; a high-speed camera is arranged outside the frame to shoot the displacement condition of the filler in the loading process; embedding a soil pressure gauge, a strain gauge and a dial indicator at set intervals on the wall surface of the retaining wall; and a pressure sensor is arranged between the jack and the reaction frame. The number of the anchor plates is 4 according to the type of the retaining wall on each anchor system.
As shown in fig. 5, the rigidity of the retaining wall is changed by changing the cross sections of the wall body and the wall rib, and the stress characteristics and the deformation characteristics of the retaining wall under different rigidities are analyzed in a comparative way.
As shown in fig. 6, the monitoring device includes a stress gauge 14 and a strain gauge 15, the stress gauge 14 is fixed on the wall body of the retaining wall by using AB glue for monitoring the stress characteristic of the retaining wall, and the strain gauge is attached on the wall body for monitoring the deformation characteristic of the retaining wall.
As shown in fig. 5, the retaining wall comprises a wall body and a wall bottom plate; the specific forms include four types:
the first structure is a wall body with uniform cross section design, and the wall body is welded with a wall bottom plate;
secondly, adding rib columns on the wall body, and welding the wall body and the wall bottom plate;
the third is to reduce the section size of the wall body, and the wall body is welded with the wall bottom plate;
the fourth structure size is the same as the third, and the wall body and the wall bottom plate are welded to form a hinge joint.
The connection mode of the retaining wall body and the wall bottom plate is rigid connection and hinge connection: the wall bottom plate is simulated by two baffles, is absolutely rigid, can move up and down, has adjustable width and is used for simulating an anchoring section; the wall body of the retaining wall is simulated by a baffle, and the rigidity, the width and the upper and lower positions of the retaining wall are all adjustable, so that the retaining wall is used for simulating the wall between anchors.
In the above fig. 1, 2 and 3, the frame side wall is assembled by 3 steel frames (one of which is provided with a hole reserved on one side of the steel frame for facilitating the test operation) and 1 organic glass plate, and the bottom is a steel base;
the left side and the rear side of the 3-side steel frame of the side wall of the device are rigidly connected by a complete steel plate, a hole with the diameter of 0.5m is reserved in the right side steel frame, and other parts are rigidly connected with the side walls at two adjacent sides.
The organic glass plate is arranged on one side of the front and is rigidly connected with the left and right steel frames.
The anchor cable is connected with the anchor plate through the anchor bolt, and the outside is fixed through the anchorage device.
The pressure sensor is placed between the reaction frame and the jack through the cushion block.
The construction method of the prestress anchoring-pulling type retaining wall test model device under variable rigidity specifically comprises the following steps:
1. mixing transparent quartz sand according to a set water content, and standing for 1 day;
2. experimenters enter from the reserved holes, install the retaining wall, embed soil pressure gauges at set intervals on the wall body of the retaining wall, connect the lines of the soil pressure gauges to a soil pressure box, the soil pressure box is connected with a computer, then place a high-speed camera at one side of the transparent glass of the model groove, open the camera after the placement and record the displacement change of soil particles;
3. filling the mold grooves with quartz sand for three times, tamping the mold grooves to a set compaction degree by using tamping equipment each time, after the second filling is finished, reversely excavating to embed the anchor plate and the anchor cable in the reserved positions, fixing the anchor plate, the anchor cable and the retaining wall by using bolts, then filling soil and tamping, filling for the third time, and tamping and leveling when the filling is full;
4. a loading plate covering the top surface of the whole soil body is placed on a leveled quartz sand surface, then a stress diffusion support is fixed on the loading plate, then a loading plate covering the stress diffusion support is placed on the stress diffusion support, two jacks with the same range are symmetrically placed on the loading plate, cushion blocks are placed on the jacks to ensure that a pressure sensor can be always in the center of the jacks, then the cushion blocks are also placed on the pressure sensor to be connected with a reaction frame, and the aim of ensuring that the jacks can not be eccentrically stressed in the loading process is also achieved. After the installation is finished, the prestress loading can be realized by tensioning the anchor cable, and the vertical loading is realized by the jack. Wherein the loading plate is made of steel, and the reaction frame is an inverted U-shaped I-shaped steel assembly welding steel frame;
5. changing the section type of the retaining wall, changing the loading mode to realize the test of various working conditions, and repeating the steps of 1-4;
6. the data is collated and analyzed.
The embodiment of the suspended anchor retaining wall shown in fig. 1:
transparent quartz sand is uniformly mixed and placed in a sealed barrel, after the barrel is kept still for 1 day, a soil body with the optimal water content of 18.1 percent is configured in the barrel, the assembly of a wall body and a wall rib of a retaining wall is manually completed, a stress meter and a strain gauge are adhered by strong glue and connected to a computer through a data line, a high-speed camera and the computer are started to observe the displacement change condition of soil particles and the soil pressure change condition of the wall body respectively, then the filling is started, in order to ensure the filling quality, a layered filling mode is adopted, an electric tamper is adopted for tamping, in order to prevent disturbance of tamping on a buried instrument, manual tamping is adopted within the range of 20cm close to the retaining wall, the first layer of filling is firstly carried out, the filling height is 30cm, the tamping is carried out for 2 times back and forth by a tamper, the second layer of filling is carried out, 20cm of reverse excavation is carried out after the filling is carried out, the anchoring plate and the anchor rod are used for burying, the tamping is buried, and then the leveling is carried out, finally, the model groove is directly filled, and the tamping is leveled by a tamping machine, and the stress diffusion support, the jack, the stress sensor and the reverse force device and the reverse tamping device is placed. The experimenters work separately and cooperate, one person comes to load the vertical stress, one person comes to load the stock prestressing force, one person comes to read relevant data and record, carries out arrangement analysis to data according to different operating modes at last.
An embodiment of a pressure dispersion type retaining wall as shown in fig. 2
Transparent quartz sand is uniformly mixed and placed in a sealed barrel, after the barrel is kept still for 1 day, a soil body with the optimal water content of 18.1 percent is configured in the barrel, the assembly of a wall body and a wall rib of a retaining wall is manually completed, a stress meter and a strain gauge are adhered by strong glue and connected to a computer through a data line, a high-speed camera and the computer are started to observe the displacement change condition of soil particles and the soil pressure change condition of the wall body respectively, then the filling is started, in order to ensure the filling quality, a layered filling mode is adopted, an electric tamper is adopted for tamping, in order to prevent disturbance of tamping on a buried instrument, manual tamping is adopted within the range of 20cm close to the retaining wall, the first layer of filling is firstly carried out, the filling height is 30cm, the tamping machine is used for tamping back and forth 2 times, the second layer of filling is carried out, the reverse excavation is carried out after the filling is carried out for 30cm, the anchor rod is used for burying, after the tamping is carried out, the anchor rod is fixed on the wall body at both sides by screws, then the tamping model is leveled, finally, the model groove is directly filled, the tamping plate, the stress leveling, the support, the stress spreading device and the reverse loading device for loading. The experimenter divides the worker cooperation, and one person comes the loading vertical stress, and one person comes the loading stock prestressing force, and one person reads relevant data and record, carries out arrangement analysis to data according to different operating modes at last.
An embodiment of an anchoring panel retaining wall as shown in figure 3
Transparent quartz sand is evenly mixed and placed in a sealed barrel, after standing for 1 day, the barrel is configured into a soil body with the optimal water content of 18.1 percent, the assembly of a retaining wall body and a wall rib is manually completed, a stress meter and a strain gauge are adhered by strong glue and are connected to a computer through a data line, a high-speed camera and the computer are started to respectively observe the displacement change condition of soil particles and the soil pressure change condition of the wall body, then filling is started, in order to ensure the filling quality, a layered filling mode is adopted, an electric tamper is adopted for tamping, in order to prevent the tamping from disturbing an embedded instrument, manual tamping is adopted within the range of 20cm close to the retaining wall, filling a first layer, wherein the filling height is 30cm, tamping is carried out for 2 times by a tamping machine, filling of a second layer is carried out after tamping is finished, 20cm is reversely excavated after 30cm is filled, anchoring plates are uniformly arranged at reserved positions, the number of the anchoring plates can be determined according to requirements, the anchoring plates are fixed on anchoring rods, the anchoring rods are fixed on wall bodies on two sides through bolts, sandy soil is backfilled after the anchoring rods and the anchoring plates are placed, filling soil of the second layer is leveled and tamped, finally, a model groove is directly filled, tamping and leveling are carried out by the tamping machine, and loading plates, stress diffusion supports, jacks, stress sensors and reaction frame equipment are placed. The experimenter divides the worker cooperation, and one person comes the loading vertical stress, and one person comes the loading stock prestressing force, and one person reads relevant data and record, carries out arrangement analysis to data according to different operating modes at last.
Although the embodiments of the present invention have been described with reference to the accompanying drawings, it is not intended to limit the scope of the invention, and it should be understood by those skilled in the art that various modifications and variations can be made without inventive changes in the technical solutions of the present invention.
Claims (2)
1. A variable-rigidity pre-stressed anchor-pull type retaining wall soil arch effect model test device is characterized by comprising a frame, wherein a filler is filled in the frame; the top of the frame is provided with a reaction frame, the bottom of the reaction frame is provided with a jack, vertical force applied by the jack is uniformly distributed to a large loading plate through a small loading plate and a stress diffusion support, and the large loading plate applies force to the filler in the frame; a retaining wall is arranged in the frame, and the retaining wall is directly connected with a plurality of anchor plates pre-embedded in the filler through a horizontal anchor rod; a high-speed camera is arranged outside the frame to shoot the displacement condition of the filler in the loading process; embedding a soil pressure gauge, a strain gauge and a dial indicator at set intervals on the wall surface of the retaining wall; a pressure sensor is arranged between the jack and the reaction frame;
the retaining wall comprises a wall body and a wall bottom plate; the concrete forms include four types:
the first structure is a wall body with uniform cross section design, and the wall body is welded with a wall bottom plate;
secondly, adding rib columns on the wall body, and welding the wall body and the wall bottom plate;
the third is to reduce the section size of the wall body, and the wall body is welded with the wall bottom plate;
the fourth structure size is the same as the third structure size, and the wall body and the wall bottom plate are welded and hinged;
four side walls of the frame are formed by assembling 3 steel frames and 1 organic glass plate, wherein a hole is reserved in one steel frame to facilitate the operation of a human test; the bottom of the frame is a steel base;
the organic glass plate is arranged on one side of the front surface and is rigidly connected with the left steel frame and the right steel frame;
the reaction frame is formed by splicing and welding I-shaped steel, the whole reaction frame is in an inverted U shape, and two end parts of the reaction frame are connected with the reaction frame fixing device through bolts;
the soil pressure gauge is arranged on the wall body and is used for measuring the soil pressure borne by the wall body; the dial indicator is arranged on the wall body and is used for measuring the horizontal displacement of the wall body; the strain gauge is pasted on the wall body and is used for detecting the deformation of the wall body after being stressed.
2. The testing method of the retaining wall soil arching effect model testing device according to claim 1,
1) Burying soil pressure gauges, percentage tables and strain gauges at set intervals on the wall surface of a retaining wall in the frame, and filling quartz sand into the frame in multiple layers according to set compaction degrees;
2) When the height of the filled quartz sand is greater than that of the anchoring system, reversely excavating and embedding the anchor rod and the anchor plate, and connecting the anchor rod, the anchor plate and the retaining wall through bolts;
3) When the whole frame is filled with quartz sand, the top surface is tamped and leveled, and a large loading plate, a stress diffusion bracket, a small loading plate, a jack, a pressure sensor and a reaction frame are sequentially distributed on the top surface;
4) Selecting a retaining wall structure form and a loading mode to monitor the soil pressure change condition, the quartz sand particle displacement condition and the retaining wall displacement condition;
5) Four different retaining wall structure forms are designed to simulate the change of the retaining wall rigidity, and the loading modes comprise vertical loading in a non-prestressed state, vertical loading in a prestressed state and a proportional loading mode of prestress and vertical load, and are used for simulating the influence of different stress paths on the soil pressure redistribution;
6) And (5) changing the structural form and the loading mode of the retaining wall, and repeating the steps 1) to 5) to finish the test operation.
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| CN108072570B (en) * | 2018-01-19 | 2023-09-08 | 山东大学 | Device and method for testing soil pressure of anchor plate retaining wall under different displacement modes |
| CN109060530B (en) * | 2018-07-25 | 2023-09-08 | 中交第二航务工程局有限公司 | Load plate model test device and method capable of applying pre-compression load in repeated use |
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