CN210342014U - Device for testing ultimate bearing capacity of soil arch effect of slide-resistant pile - Google Patents
Device for testing ultimate bearing capacity of soil arch effect of slide-resistant pile Download PDFInfo
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Abstract
The utility model provides an anti-slide pile soil arch effect limit bearing capacity testing device, which comprises a visual model box and a loading device, wherein the loading device is positioned above the visual model box; two inverted T-shaped baffles are arranged in the box body, and each baffle comprises a vertical long wing plate parallel to the side surface of the box body and a horizontal bottom plate perpendicular to the side surface of the box body; a stripper plate and a horizontal rotating plate for bearing the stripper plate are arranged between the two horizontal bottom plates; the vertical long wing plates of the two baffles, the side surfaces of the two box bodies vertical to the vertical long wing plates of the baffles, the loading plate horizontally arranged at the top of the baffles and the stripper plate jointly form a soil containing space for containing a test soil body; the loading device comprises a lower structure, an upper structure and a jack which is positioned above the loading plate and used for applying force to the loading plate, wherein the lower structure comprises a quadrangular bottom surface and vertically upward steel pipes arranged at four corners of the bottom surface. The device can analyze the change rule of the limiting bearing capacity of the soil arch effect of the slide-resistant pile under the influence of different factors.
Description
Technical Field
The utility model belongs to the technical field of geotechnical engineering and geological engineering, concretely relates to slide-resistant pile soil arch effect limit bearing capacity testing arrangement.
Background
The soil arching effect is a natural phenomenon widely existing in nature, and is a special space effect shown by soil due to uneven displacement of a medium. The main mechanism of the anti-slide pile widely used in the slope reinforcement project for bearing the landslide load is the soil arch effect. In recent years, the actual measurement data, test models and theoretical researches related to the soil arch effect of the slide-resistant pile are more and more, and practices prove that the research result about the soil arch effect of the slide-resistant pile can play a role in guiding and optimizing similar engineering designs and obtain good economic and social benefits.
As mentioned above, the soil arching effect is the most important strengthening mechanism of the slide pile in rock soil strengthening engineering of high slope and the like. The ultimate bearing capacity that the soil arch effect can bear is related to the stability of the soil body after the pile, directly influences the stability of structures such as roadbed slopes and the like, and also determines the optimization of design parameters such as pile spacing, pile width and the like, so that the soil arch effect bearing is an important index in the research of the soil arch effect. Factors influencing the ultimate bearing capacity of the soil arch effect of the slide pile are numerous, and at present, the influence rule and the influence effect of the factors on the ultimate bearing capacity of the slide pile are unknown. The existing testing method only monitors the soil resistance when the soil arch is stable, cannot monitor the load change rule which can be resisted by the soil arch in the whole process from the formation of the soil arch, the reinforcement of the soil arch and the damage of the soil arch, and lacks corresponding research on the change rule of the limit bearing capacity of the soil arch under the influence of different factors (such as pile width, pile spacing, sand compactness, soil filling height and the like).
Technical scheme
The utility model provides a soil arch effect limit bearing capacity testing arrangement can form from soil arch to soil arch reinforcing and then soil arch destruction overall process soil arch can resist load change law more conveniently, and more importantly, this bearing capacity test method and device still can study the change law of soil arch limit bearing capacity under the influence of different factors (like stake width, stake interval, the closely knit degree of sand, fill out soil height etc.).
In order to achieve the above purpose, the utility model adopts the following technical proposal,
an anti-slide pile soil arch effect limit bearing capacity testing device comprises:
the visual model box comprises a transparent box body with openings at the top end and the bottom end; the box body is a cuboid, two inverted T-shaped baffles are arranged in parallel in the box body, and each baffle comprises a vertical long wing plate parallel to the side surface of the box body and a horizontal bottom plate perpendicular to the side surface of the box body; the two horizontal bottom plates are arranged on the same horizontal plane, a rectangular gap is reserved between the two horizontal bottom plates, and a stripper plate is arranged at the gap; a steel plate is arranged above the horizontal bottom plate, and a horizontal rotating plate used for bearing the stripper plate is arranged below the horizontal bottom plate; the vertical long wing plates of the two baffles, the side surfaces of the two box bodies vertical to the vertical long wing plates of the baffles, the loading plate horizontally arranged at the top of the baffles and the stripper plate jointly form a soil containing space for containing a test soil body; the center of the lower surface of the loading plate is provided with a soil pressure box;
the loading device comprises a lower structure, an upper structure and a jack, wherein the jack is positioned above the loading plate and used for applying force to the loading plate, and the lower structure comprises a quadrangular bottom surface and vertically upward steel pipes arranged at four corners of the bottom surface; the upper structure comprises a quadrilateral top surface and vertically downward steel pipes arranged at four corners of the top surface; the vertically downward steel pipe is correspondingly inserted into the vertically upward steel pipe and is fixedly connected through a pin, and the jack is arranged on the lower surface of the top surface in an inverted mode;
the two cushion blocks are positioned on the bottom surface of the lower structure, and a certain distance is reserved between the two cushion blocks;
the visual model box is arranged on the cushion block.
The stripping plate has the same size as the rectangular gap. The loading plate is of a cross section size of a space formed by the baffle and two box side faces perpendicular to the baffle and is used for transmitting pressure to a test soil body.
Preferably, the visual model box be by four transparent organic glass concatenations and the top that constitutes and bottom open-ended cuboid structure, and organic glass's junction seals with the waterproof glue.
Preferably, two horizontal rotating plates are fixed at the bottom of each horizontal bottom plate, and the four horizontal rotating plates support the stripper plate together.
Preferably, the steel plate and the horizontal rotation plate replacing the slide-resistant pile are respectively connected to the horizontal base plate through bolts.
Preferably, the two baffles are symmetrical in the box body along the symmetry axis in the front-back direction of the box body.
The method for testing the ultimate bearing capacity of the soil arch effect of the slide-resistant pile by using the device comprises the following steps:
device for testing ultimate bearing capacity of soil arch effect of (I) built slide-resistant pile
Pouring a test soil body into a visual model box until the soil filled in the visual model box reaches a designed height, leveling the soil body, sticking a soil pressure box at the center of the lower surface of a loading plate, placing the loading plate on the leveled soil body, and fixing the upper structure of a loading device on a lower structure;
(II) starting the test
Uniformly applying pressure on the soil body to enable the soil body to be damaged under the action of external force and finally to be separated from the bottom of the visual model box, recording the soil pressure value in the whole process by the strain acquisition instrument, and loading until the soil body in the visual model box collapses and is damaged;
adjusting parameters such as the distance between the steel plates replacing the slide-resistant piles, the width of the steel plates replacing the slide-resistant piles, the compactness of a tested soil body, the filling height and the like, and repeating the step (I) and the step (II) to test the ultimate bearing capacity of the soil arch effect under the influence of multiple factors;
(IV) analysis of test results
After the test loading is finished, the change rule of the resistance load of the soil arch under the single factor is analyzed, and the peak value of the soil pressure under the influence of different factors is compared.
Preferably, the method for uniformly applying the pressure on the soil body is to use a jack (2c) to enable the loading plate (3) to act on the soil body at a constant speed.
Preferably, the method for analyzing the soil pressure peak in the test result of the step (iv) is as follows: after the test loading is finished, comparing the peak values of the soil pressure boxes at different intervals of the steel plates for replacing the slide-resistant piles, wherein the pile interval corresponding to the soil pressure with the highest peak value is the best, and the limit bearing capacity of the soil arch is the best; comparing the peak values of the soil pressure boxes under the widths of the different steel plates for replacing the anti-slide piles, wherein the pile width corresponding to the soil pressure with the highest peak value is the width of the pile, and the maximum bearing capacity of the soil arch is the best; comparing the peak values of the soil pressure boxes under different test soil body compactness, wherein the soil body property corresponding to the soil pressure with the highest peak value has the best limit bearing capacity of the soil arch; and comparing the peak values of the soil pressure boxes under different soil filling heights, wherein the soil filling height corresponding to the soil pressure with the highest peak value is the best maximum bearing capacity of the soil arch.
Preferably, the testing device in the step (one) consists of a transparent box body, two side baffles, a loading device, a test soil body, a cushion block, a stripper plate, a loading plate, a steel plate for replacing an anti-slide pile and a soil pressure cell; the assembling method comprises the following steps: the two cushion blocks are placed on the bottom surface of the lower structure of the loading device, the two side baffles are placed on each cushion block respectively, the distance between the two side baffles is adjusted, the transparent box body is sleeved on the outer sides of the two vertical long wing plates of the baffles, so that the inner wall of the transparent box body and the two vertical long wing plates jointly form a soil containing space for containing a test soil body, the rotating plates at the bottoms of the two side baffles are rotated, and the stripper plates are placed on the rotating plates.
One or more technical solutions provided by the embodiments of the present application have at least the following technical effects:
the utility model provides a slide-resistant pile soil arch effect limit bearing capacity testing arrangement can study soil body soil arch limit bearing capacity change rule under the influence of multifactor more nimble changeably. On one hand, the change rule of the load which can be resisted by the soil arch in the whole process from the formation of the soil arch, the reinforcement of the soil arch and the damage of the soil arch can be analyzed more conveniently, and more importantly, the testing device provides a more convenient and quicker testing way for researching the change rule of the ultimate bearing capacity of the soil arch under the influence of different factors (such as pile width, pile spacing, sand compactness, filling height and the like), thereby providing scientific test data support for the optimization of the design parameters of the anti-slide pile reinforced roadbed high slope.
Drawings
Fig. 1 is a front view of an apparatus according to an embodiment of the present invention;
fig. 2 is a front view of a loading device according to an embodiment of the present invention;
FIG. 3 is a front view of the two side baffles of the embodiment of the present invention;
fig. 4 is a top view of a baffle plate according to an embodiment of the present invention;
FIG. 5 shows the soil pressure on the loading plate under different steel plate spacing intervals instead of the slide-resistant piles;
FIG. 6 shows the arch height varying with the spacing under a constant degree of compaction;
FIG. 7 is a graph showing that the arch height varies with the degree of compaction under the working condition of constant pile spacing;
FIG. 8 is a fitting curve of ultimate bearing capacity at different pitches;
FIG. 9 shows the earth pressure to which the loading plate is subjected at different compaction levels.
Reference numerals: 1. the device comprises a baffle plate, a vertical long wing plate, a horizontal rotating plate, a bolt, a loading device, a lower structure, a 2b upper structure, a 2c jack, a loading plate, a cushion block, a 5 stripper plate, a 6 test soil body, a 7 transparent box body, a 8 steel plate, a 9 soil pressure box.
Detailed Description
Example 1
As shown in fig. 1 to 4, the schematic structural diagram of the testing apparatus for testing ultimate bearing capacity of soil arching effect of the slide pile includes:
the visual model box comprises a transparent box body 7 with openings at the top end and the bottom end; the box is the cuboid, transparent box 7 for the top and the bottom open-ended cuboid structure that constitute by four transparent organic glass concatenations, and organic glass's junction seals with the waterproof glue.
Two inverted T-shaped baffles 1 are arranged in the box body in parallel, and each baffle 1 comprises a vertical long wing plate 1a parallel to the side surface of the box body and a horizontal bottom plate vertical to the side surface of the box body; the two horizontal bottom plates are positioned on the same horizontal plane, a rectangular gap is reserved between the two horizontal bottom plates, and a stripper plate 5 is arranged at the gap; two horizontal rotating plates 1b (shown in fig. 4) are fixed at the bottom of each horizontal bottom plate, and the four horizontal rotating plates 1b support the stripper plate 5 together. The stripping plate has the same size as the rectangular gap. The loading plate is of a cross section size of a space formed by the baffle and two box side faces perpendicular to the baffle and is used for transmitting pressure to a test soil body.
The two horizontal bottom plates are positioned on the same horizontal plane, a rectangular gap is reserved, and a stripper plate 5 is arranged at the gap; a steel plate for replacing the anti-slide pile is arranged above the horizontal bottom plate, and a horizontal rotating plate 1b for bearing the stripper plate 5 is arranged below the horizontal bottom plate; the two vertical long wing plates 1a of the two baffles, the two box side surfaces perpendicular to the baffles 1, the loading plate 3 horizontally arranged at the top of the baffles 1 and the stripper plate jointly form a soil containing space for containing a test soil body 6; the soil pressure cell 9 is positioned in the center of the lower surface of the loading plate 3; the steel plate 8 and the horizontal rotating plate 1b replacing the slide-resistant pile are respectively connected on the horizontal bottom plate through bolts. The two baffle plates 1 are symmetrical in the box body along the symmetry axis in the front-back direction of the box body. The utility model discloses the one side that shows in figure 1 is preceding, and is the back rather than the relative one side.
The loading device 2 comprises a lower structure 2a, an upper structure 2b and a jack 2c which is positioned above the loading plate 3 and used for applying force to the loading plate 3, wherein the lower structure 2a comprises a quadrangular bottom surface and vertically upward steel pipes arranged at four corners of the bottom surface; the upper structure 2b comprises a quadrilateral top surface and vertically downward steel pipes arranged at four corners of the top surface; the vertically downward steel pipe is correspondingly inserted into the vertically upward steel pipe and is fixedly connected through a pin, and the jack 2c is arranged on the lower surface of the top surface in an inverted mode;
and two cushion blocks 4 are arranged on the bottom surface of the lower structure 2a, and a certain distance is reserved between the two cushion blocks 4 so as to adjust the distance between the steel plates 8 for replacing the slide-resistant piles, thereby carrying out tests under different pile spacing working conditions.
The visual model box is arranged on the cushion block 4.
Example 2
The method for testing by using the testing device for testing the soil arch effect limit bearing capacity of the slide-resistant pile in the embodiment 1 comprises the following steps:
device for testing ultimate bearing capacity of soil arch effect of (I) built slide-resistant pile
Preparing a transparent box body 7, two side baffles 1a, a loading device 2, a test soil body 6, a cushion block 4, a stripper plate 5, a loading plate 3, a steel plate 8 for replacing an anti-slide pile and a soil pressure cell 9; the assembling method of the testing device comprises the following steps: two cushion blocks 4 are placed on the bottom surface of the lower structure of the loading device 2, two side baffles 1a are respectively placed on each cushion block 4, the distance between the two side baffles 1a is adjusted, a transparent box body 7 is sleeved on the outer sides of the two vertical long wing plates, so that the inner wall of the transparent box body 7 and the two vertical long wing plates jointly form a soil containing space for containing a test soil body 6, a rotating plate 1b at the bottom of each two side baffles 1a is rotated, and a stripping plate 5 is placed on the rotating plate 1 b.
Pouring the test soil 6 into the soil containing space of the testing device until the soil filled in the visual model box reaches the designed height, leveling the soil, sticking the soil pressure box 9 on the center of the lower surface of the loading plate 3, placing the loading plate 3 on the leveled soil, and fixing the upper structure of the loading device on the lower structure.
(II) starting the test
Applying a jack 2c, enabling the jack 2c to enable a loading plate 3 to act on a soil body at a constant speed, rotating a bottom rotating plate 1b to enable a stripper plate 5 to fall off, recording a soil pressure value in the whole process by a strain acquisition instrument, and stopping loading when the soil body is observed to collapse and damage through a visual model box in the loading process;
adjusting parameters such as the distance between the steel plates 8 replacing the slide-resistant piles, the width of the steel plates 8 replacing the slide-resistant piles, the compactness of the tested soil body 6, the filling height and the like, and repeating the step (I) and the step (II) to test the ultimate bearing capacity of the soil arch effect under the influence of multiple factors;
(IV) analysis of test results
After the test loading is finished, the change rule of the soil pressure borne by the loading plate 3 under the displacement is analyzed, and the load change rule which can be resisted by the soil arch in the soil arch evolution process can be obtained. Comparing the peak values of the soil pressure boxes 9 under the intervals of the steel plates 8 which replace the slide-resistant piles, wherein the pile interval corresponding to the soil pressure with the highest peak value is the best, and the limit bearing capacity of the soil arch is the best; comparing the peak values of the soil pressure boxes 9 under the widths of the steel plates 8 which replace the anti-slide piles, wherein the pile width corresponding to the soil pressure with the highest peak value is the highest, and the maximum bearing capacity of the soil arch is the best; comparing the peak values of the soil pressure boxes 9 under different test soil 6 compactness, wherein the soil property corresponding to the soil pressure with the highest peak value has the best limit bearing capacity of the soil arch; comparing the peak values of the soil pressure boxes 9 at different soil filling heights, the soil filling height corresponding to the soil pressure with the highest peak value is the best, and the limit bearing capacity of the soil arch is the best.
Test example: in this test example, the device described in example 1 was used, and the law of the influence of the pile spacing and the degree of compaction on the soil arch effect and the law of the influence of the pile spacing and the degree of compaction on the arch height were studied by changing the pile spacing and the degree of compaction according to the method described in example 2.
(1) Influence of pile spacing on soil arching effect
And (3) mixing the dried soil body with standard Fujian quan sand after the dried soil body passes through a sieve pore of 2.36mm, and adding water for mixing to control the water content to be 8%. The grain composition comprises 2 percent of grains with the diameter of more than 4.75mm, 4 percent of grains with the diameter of 2.36-4.75 mm, 11 percent of grains with the diameter of 1.18-2.36 mm, 20 percent of grains with the diameter of 0.6-1.18 mm, 40 percent of grains with the diameter of 0.3-0.6 mm, 17 percent of grains with the diameter of 0.15-0.6 mm, 6 percent of grains with the diameter of less than 0.15mm and the maximum dry density of soil mass of 1.62g/cm3。
The different spacing conditions are shown in table 1:
TABLE 1 Condition
The results of the soil pressure on the loading plate at different steel plate intervals for replacing the slide-resistant piles obtained by the steps are shown in figure 5.
As shown in fig. 5, the peak value of the soil pressure at the displacement of 0.8cm is 1.06kpa when the distance between the piles is 9cm, the peak value of the soil pressure at the displacement of 1.0cm is 4.2kpa when the distance is 7cm, the peak value of the soil pressure at the displacement of 1.2cm is 9.2kpa when the distance is 5cm, and the peak value of the soil pressure at the displacement of 2.2cm is 15.68kpa when the distance is 3cm, so that it can be seen that the smaller the distance between the piles is, the stronger the ultimate bearing capacity of the soil arch is.
In addition, as can be seen from the figure, as the displacement of the loading plate increases, the soil arch resistance (represented by the soil pressure borne by the loading plate) at different pile intervals shows a rule of increasing firstly and then decreasing, and basically shows a quadratic parabola form. The process of increasing the soil pressure is the process from formation to enhancement of the soil arching effect, and when the soil pressure reaches the peak value, the soil arching effect reaches the most stable state. When the displacement of the loading plate is further increased, the soil arch starts to be damaged, the soil pressure is gradually reduced, finally the soil arch is completely damaged, and the soil pressure is restored to zero, namely the load change rule which can be resisted by the soil arch in the whole process from the formation of the soil arch to the reinforcement of the soil arch and the damage of the soil arch under the influence of the pile spacing.
With the increasing of the pile spacing, the ultimate bearing capacity of the soil arch is in a decreasing trend, and the decreasing speed is also decreased along with the increasing of the spacing. When the distance is increased from 3cm to 5cm, the limit load borne by the soil arch is reduced to 9.2kpa from 15.68kpa, and the reduction speed is 3.24 kpa/cm; when the distance is increased from 5cm to 7cm, the limit load borne by the soil arch is reduced to 4.2kpa from 9.2kpa, and the reduction speed is 2.5 kpa/cm; when the distance is increased from 7cm to 9cm, the limit load borne by the soil arch is reduced from 4.2kpa to 1.06kpa, and the reduction speed is 1.57 kpa/cm.
The fitted curve of the limit bearing capacity of the soil arch is shown in fig. 8. Conformity index function Y ═ aebxWherein a is 43.25 and b is-0.3314. The squared difference of the fit was 0.9812.
The above analysis shows that the limiting bearing capacity of the soil arch between piles is reduced along with the increase of the pile spacing, the reduction speed is reduced along with the increase of the pile spacing, and the resistance process of the soil arch effect is shortened along with the increase of the pile spacing.
The soil pressure cells are arranged at the central position of the loading plate, the number of the soil pressure cells is one, the soil pressure cells are directly contacted with the soil body, and the resistance stress of the soil body to the loading plate is better reflected along with the action of the loading plate to the soil body.
(2) Influence of pile spacing and compactness on arch height
As can be seen from fig. 6 and 7, when the degree of compaction is constant, the height of the soil arch of the fill increases with the increase in the distance between the piles. When the distance between piles is fixed, the arch height is reduced along with the increase of the compactness, the compactness is increased to 85 percent, and the soil body hardly falls off after the bottom baffle is withdrawn, so that an obvious soil arch shape is not formed. Analysis shows that when the soil body is compact, the porosity among the particles is reduced, the cohesive force is increased, after the bottom baffle is withdrawn, the soil body has smaller relative displacement under the same self-weight load action, and the formed arch height is smaller.
(3) Influence of compaction on the soil arching effect
Under the condition that the distance between piles is 5cm and other parameters are not changed, the influence of the compactness of the soil body after the piles on the soil arch effect is researched by changing the compactness of the soil filled in the model box, and the result is shown in figure 9. Similarly, the load borne by the loading plate is used for representing the limit bearing capacity of the soil arch, and the displacement of the loading plate reaches the peak value of 6.05kpa at the position of 1.0cm when the compactness is 70 percent; when the degree of compaction is 75%, the displacement of the loading plate reaches the peak value of 9.2kpa at the position of 1.2 cm; the displacement of the loading plate reaches the peak value of 21.67kpa at the position of 2.4cm when the compactness is 80 percent; the soil body with the compaction degree of 85% has obvious resistance in the moving process of the loading plate, the soil arch is not damaged, the load borne by the loading plate is changed from pressure to tension, and analysis shows that the deformation of the loading plate is caused because the soil body has obvious resistance, the soil arch is not damaged all the time.
In addition, as can be seen from the figure, the soil arch resistance (represented by the soil pressure borne by the loading plate) under different compactabilities shows a rule of increasing firstly and then decreasing with the increase of the displacement of the loading plate, but the influence rule of the curve form and the pile spacing is slightly different. The process of increasing the soil pressure is the process from formation to enhancement of the soil arching effect, and when the soil pressure reaches the peak value, the soil arching effect reaches the most stable state. When the displacement of the loading plate is further increased, the soil arch starts to be damaged, the soil pressure is gradually reduced, and finally the soil arch is completely damaged and the soil pressure is restored to zero.
Along with the increase of the soil body compactness, the limit bearing capacity of the soil arch is also obviously increased, the compactness is increased by 3.15kpa from 70% to 75%, and the compactness is increased by 12.47kpa from 75% to 80%, so that the increase speed of the bearing capacity is far greater than that of the compactness.
From the above analysis, the ultimate bearing capacity of the soil arch between piles increases with the increase of the compaction degree, but the two are not in a linear relationship. In addition, the resistance process of the soil arching effect also lengthens as the degree of compaction increases. When the compaction degree is increased to a certain value, the soil arch between the piles cannot be damaged.
Claims (5)
1. The utility model provides an anti-slide pile soil arch effect limit bearing capacity testing arrangement which characterized in that includes:
the visual model box comprises a transparent box body (7) with openings at the top end and the bottom end; the box body is a cuboid, two inverted T-shaped baffles (1) are arranged in parallel in the box body, and each baffle (1) comprises a vertical long wing plate (1a) parallel to the side surface of the box body and a horizontal bottom plate vertical to the side surface of the box body; the two horizontal bottom plates are arranged on the same horizontal plane, a rectangular gap is reserved between the two horizontal bottom plates, and a stripper plate (5) is arranged at the gap; a steel plate is arranged above the horizontal bottom plate, and a horizontal rotating plate (1b) used for bearing the stripper plate (5) is arranged below the horizontal bottom plate; the two vertical long wing plates (1a) of the two baffles (1), the two box side surfaces perpendicular to the vertical long wing plates (1a) of the baffles (1), the loading plate (3) horizontally arranged at the top of the baffles (1) and the stripper plate (5) jointly form a soil containing space for containing a test soil body (6); a soil pressure box (9) is arranged at the center of the lower surface of the loading plate (3);
the loading device (2) comprises a lower structure (2a), an upper structure (2b) and a jack (2c) which is positioned above the loading plate (3) and used for applying force to the loading plate (3), wherein the lower structure (2a) comprises a quadrangular bottom surface and vertically upward steel pipes arranged at four corners of the bottom surface; the upper structure (2b) comprises a quadrilateral top surface and vertically downward steel pipes arranged at four corners of the top surface; the vertically downward steel pipe is correspondingly inserted into the vertically upward steel pipe and is fixedly connected through a pin, and the jack (2c) is arranged on the lower surface of the top surface in an inverted mode;
the two cushion blocks (4) are positioned on the bottom surface of the lower structure (2a), and a certain distance is reserved between the two cushion blocks (4);
the visual model box is arranged on the cushion block (4).
2. The testing device according to claim 1, wherein the transparent box body (7) is a rectangular parallelepiped structure with openings at the top and bottom ends and is formed by splicing four pieces of transparent organic glass, and the joints of the organic glass are sealed by waterproof glue.
3. The testing device according to claim 1, wherein two horizontal rotating plates (1b) are fixed at the bottom of each horizontal bottom plate, and the four horizontal rotating plates (1b) jointly support the stripper plate (5).
4. The testing device according to claim 1, wherein the steel plate (8) replacing the slide-resistant pile and the horizontal rotation plate (1b) are respectively bolted to the horizontal base plate.
5. The testing device according to any one of claims 1 to 4, wherein the two baffles (1) are symmetrical in the box body along a symmetry axis in the front-back direction of the box body.
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| CN110258661A (en) * | 2019-05-17 | 2019-09-20 | 山东建筑大学 | Friction pile soil arching effect ultimate bearing force test method and device |
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2019
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258661A (en) * | 2019-05-17 | 2019-09-20 | 山东建筑大学 | Friction pile soil arching effect ultimate bearing force test method and device |
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