High fill foundation and filling body vertical stress strain experiment system and installation method

Abstract

The invention provides a high-fill foundation and filling body vertical stress-strain experiment system and an installation method, and belongs to the technical field of foundation engineering, the system is an experiment model needed for exploring a filling body original foundation stress-strain mechanism in high-fill site research, measurement of filling body original foundation stress-strain data is achieved, and the measurement accuracy is improved. The whole system specifically comprises a foundation experiment body, a filling body experiment body, a counter-force anchor pile, a dowel bar assembly, a counter-force beam, a sizing block body, a pressurization assembly and a stress strain induction measurement assembly, the loading capacity is controlled through a high-pressure hydraulic pump, and the counter-force anchor pile, the dowel bar assembly and the counter-force beam are all connected through cut flanges and high-strength bolts and are convenient to assemble and disassemble; the structure is stable, safe and reliable.

Description

Technical Field

[0001] The invention belongs to the technical field of foundation engineering, and specifically discloses a vertical stress and strain experimental system and installation method for high fill foundation and filling body. Background Technique

[0002] In the field of engineering construction, with the gradual development of projects such as factory and mine relocations and airport construction towards mountainous areas, more and more "mountain cutting and valley filling" methods are adopted to solve the problem of construction land, thus forming a large number of high fill sites. Due to the large overlying (filling body) load of high fill sites, the problems of deformation settlement stability of high fill bodies and their original site foundations have become urgent technical problems in the industry that need to be solved.

[0003] At present, the research on high fill bodies at home and abroad mainly focuses on aspects such as the settlement and stability laws of high fill bodies in single construction projects, the treatment at the junction of the filling body and the original slope, the change of filling body materials, the construction methods of filling bodies, the construction of filling body drainage systems, and the stability mechanism of high fill slopes. The research on the treatment methods of high fill foundations mainly focuses on the construction technology research of foundation reinforcement methods. The above-mentioned research has proposed technical indicators such as the settlement and stability laws of high fill bodies and the reinforcement methods of high fill bodies, and the stability laws and reinforcement methods of high fill slopes.

[0004] The deformation of high fill foundations is an important influencing factor for the settlement and stability of high fills, which can directly affect the overall engineering quality and project construction period of high fill sites. However, under the action of the overlying load generated by the filling body on the original foundation, its stress transmission law, deformation mechanism, failure mechanism, and failure mode are still not clear at present. There are still problems of unclear design pertinence and unstable treatment effect in the process of foundation treatment design. That is, technical problems such as how to determine the design indicators for high fill foundation treatment and how the foundation treatment method can meet the requirements of the huge overlying load of the original foundation still lack theoretical support and systematic practice, and there are few reports on its research results.

[0005] In the research on the stress and strain mechanism of the original foundation of the filling body in the study of high fill sites, conducting on-site physical model simulation tests is an important research link. However, there are technical blanks in the setting form, loading capacity, and safety guarantee of the experimental model, which need to be improved and innovated. Summary of the Invention

[0006] The invention provides a vertical stress and strain experimental system and installation method for high fill foundation and filling body, filling the technical blanks in the setting form, loading capacity, and safety guarantee of the experimental model required for exploring the stress and strain mechanism of the original foundation of the filling body in the study of high fill sites.

[0007] The high fill foundation and vertical stress-strain experimental system of the filling body provided by the present invention includes a foundation experimental body, a filling body experimental body, reaction force anchor piles, a force transfer rod assembly, a reaction force beam, a cushion iron block, a pressurizing assembly, and a stress-strain induction measurement assembly; the foundation experimental body is a natural or artificially treated foundation; the filling body experimental body is a soil-rock entity formed by layered filling above the foundation experimental body; N reaction force anchor piles are symmetrically arranged at equal intervals outside the filling body experimental body, and N is an even number of 2 or more; the force transfer rod assembly corresponds to the reaction force anchor pile one by one, and the bottom surface of the force transfer rod assembly is connected to the pile top of the corresponding reaction force anchor pile; when N is 2, the heights of the two force transfer rod assemblies are the same, and a reaction force beam is arranged above the filling body experimental body, and the bottom surfaces of the reaction force beam on both sides of the filling body experimental body are respectively connected to the top surfaces of the two force transfer rod assemblies; when N is an even number greater than 2, the two force transfer rod assemblies symmetrically arranged on both sides of the filling body experimental body form the same set of force transfer components, and the heights of the two force transfer rod assemblies in the same set of force transfer components are the same, and the heights of the force transfer rod assemblies in different sets of force transfer components are different. N / 2 reaction force beams are arranged in sequence from bottom to top and are all located above the filling body experimental body. The bottom surfaces of the same reaction force beam on both sides of the filling body experimental body are respectively connected to the top surfaces of the two force transfer rod assemblies in the same set of force transfer components, and a cushion iron block is installed between adjacent two reaction force beams; the pressurizing assembly includes a bearing plate, a hydraulic jack, and a high-pressure hydraulic pump; the bearing plate is laid on the top surface of the filling body experimental body; the hydraulic jack is installed on the bearing plate; the high-pressure hydraulic pump supplies oil to the hydraulic jack; the centers of the bearing plate, the hydraulic jack, the reaction force beam, and the cushion iron block are all located on the center line of the filling body experimental body; the stress-strain induction measurement assembly includes an earth pressure test element, a soil body vertical settlement test element, and a stress-strain measuring instrument; the earth pressure test element and the soil body vertical settlement test element are buried in the foundation experimental body under the filling body experimental body at a predetermined depth and are connected to the stress-strain measuring instrument.

[0008] In the above high fill foundation and vertical stress-strain experimental system of the filling body, the reaction force anchor pile is a vertical uplift type reinforced concrete bored pile, and the longitudinal main reinforcement of the steel cage of the reaction force anchor pile is configured throughout the length.

[0009] In the above high fill foundation and vertical stress-strain experimental system of the filling body, the force transfer rod assembly is connected to the corresponding reaction force anchor pile through a pile top anchoring assembly; the pile top anchoring assembly includes a pre-embedded anchor bolt and a force transfer rod transition base; the pre-embedded anchor bolt is welded to the top end of the longitudinal main reinforcement of the steel cage of the reaction force anchor pile, and the pre-embedded anchor bolt protrudes above the pile top plane of the reaction force anchor pile; the bottom surface of the force transfer rod transition base passes through the pre-embedded anchor bolt and is connected to the pile top of the reaction force anchor pile, and the top surface is connected to the bottom surface of the force transfer rod assembly.

[0010] In the above vertical stress and strain experimental system for high fill foundation and filling body, the force transfer rod assembly includes multiple force transfer rods connected in sequence; the force transfer rods are steel structure rods with a square cross-section, and cut flanges Ⅰ are welded at both ends; the reaction beam is the main beam for static load test, and cut flanges Ⅱ are welded at the position near the end of the bottom surface; adjacent two force transfer rods are connected by high-strength bolts, the bottom surface of the lowermost force transfer rod is connected to the top surface of the force transfer rod transition base by high-strength bolts, and the top surface of the uppermost force transfer rod is connected to the bottom surface of the reaction beam by high-strength bolts.

[0011] In the above vertical stress and strain experimental system for high fill foundation and filling body, when N is 2, a force-bearing reinforcement plate is installed at the middle position of the bottom surface of the reaction beam; when N is an even number greater than 2, a force-bearing reinforcement plate is installed at the middle position of the bottom surface of the lowermost reaction beam; the center of the force-bearing reinforcement plate is located on the center line of the filling body test piece.

[0012] In the above vertical stress and strain experimental system for high fill foundation and filling body, the bearing plate is a circular steel plate or a square steel plate, and the planar area is not more than 2m 2 .

[0013] In the above vertical stress and strain experimental system for high fill foundation and filling body, when N is 2 or 4, the total sum of the vertical ultimate uplift force of the reaction anchor piles ≥ 5000 kN; the total height of the force transfer rod assembly is at least not less than 4 m and at most not more than 7 m.

[0014] In the above vertical stress and strain experimental system for high fill foundation and filling body, the pressurizing assembly further includes a controller for controlling the high-pressure hydraulic pump.

[0015] The installation method of the above vertical stress and strain experimental system for high fill foundation and filling body includes the following steps: S1, driving the reaction anchor piles; S2, installing the pile top anchoring assembly of the reaction anchor piles, including the following steps: t1, welding embedded anchor bolts at the top of the longitudinal main reinforcement of the steel reinforcement cage during the construction of the reaction anchor piles; t2, leveling the top surface of the pile after the concrete strength of the reaction anchor pile reaches the design requirement, passing the bottom surface of the force transfer rod transition base through the embedded anchor bolts and then tightening; S3, burying the earth pressure test elements and soil vertical settlement test elements in the foundation test piece at the predetermined depth; S4, layer-by-layer filling the filling body test piece to the design elevation, assembling the force transfer rod assembly section by section and layer by layer along with the filling height of the filling body test piece, and reading and recording the stress and strain test data along with the layer-by-layer filling progress of the filling body test piece; S5, installing the reaction beam after the filling body test piece is filled and the force transfer rod assembly is assembled; S6, installing the pressurizing assembly; S7. Apply a continuous load to the top surface of the embankment test body through the pressurizing component to simulate the subsequent filling and loading process of the high-fill embankment, and continue to read and record the stress-strain test data.

[0016] In step S4, first set up the embankment formwork, and then fill the embankment test body layer by layer to the design elevation.

[0017] Compared with the prior art, the present invention has the following beneficial effects: The present invention provides a high-fill foundation and vertical stress-strain experimental system for embankments, which is an experimental model required for exploring the stress-strain mechanism of the original foundation of embankments in high-fill site research. It realizes the measurement of stress-strain data of the original foundation of embankments. The whole system specifically includes a foundation test body, an embankment test body, reaction anchor piles, a force transfer rod assembly, a reaction beam, cushion iron blocks, a pressurizing component, and a stress-strain induction measurement component. The loading capacity is controlled by a high-pressure hydraulic pump. The reaction anchor piles, the force transfer rod assembly, and the reaction beam are all connected by cut flanges and high-strength bolts, which are convenient for installation and disassembly, and the structure is stable, safe and reliable. Description of the Drawings

[0018] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for the description of the specific embodiments or the prior art. Obviously, the following drawings are some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0019] Figure 1 It is a structural schematic diagram of the high-fill foundation and vertical stress-strain experimental system for embankments; Figure 2 It is an installation schematic diagram of the reaction anchor pile; Figure 3 It is the front view of the force transfer rod transition base; Figure 4 It is the top view of the force transfer rod transition base; Figure 5 It is the front view of the 1m force transfer rod standard section; Figure 6 It is the front view of the 1m force transfer rod top section; Figure 7 It is the front view of the 2m force transfer rod standard section; Figure 8 It is the front view of the 2m force transfer rod top section; Figure 9 It is the top view of the 1m force transfer rod standard section or the 2m force transfer rod standard section; Figure 10 It is the top view of the 1m force transfer rod top section or the 2m force transfer rod top section; Figure 11 The front view of the main beam; Figure 12 The front view of the secondary beam; Figure 13 The top view of the main beam or the secondary beam.

[0020] In the figure: 1 - Foundation test body; 2 - Filling body test body; 3 - Reaction anchor pile; 4 - Force transfer rod assembly; 4.1 - Cut flange Ⅰ; 4.2 - 1m standard section of force transfer rod; 4.3 - 1m top section of force transfer rod; 4.4 - 2m standard section of force transfer rod; 4.5 - 2m top section of force transfer rod; 5 - Reaction beam; 5.1 - Cut flange Ⅱ; 5.2 - Stress - strengthening plate; 5.3 - Main beam; 5.4 - Secondary beam; 6 - Pad iron block; 7.1 - Embedded anchor bolt; 7.2 - Force transfer rod transition base; 8.1 - Bearing plate; 8.2 - Hydraulic jack; 8.3 - High - pressure hydraulic pump and controller; 9.1 - Earth pressure test element; 9.2 - Soil vertical settlement test element; 9.3 - Stress - strain gauge. Specific implementation mode

[0021] Next, the technical solution of the present invention will be clearly and completely described in conjunction with the accompanying drawings. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all of them. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present invention.

[0022] Embodiment 1 This embodiment provides a vertical stress - strain experiment system for high - filled foundation and filling body, including a foundation test body 1, a filling body test body 2, a reaction anchor pile 3, a force transfer rod assembly 4, a reaction beam 5, a pad iron block 6, a pressurization component, and a stress - strain induction measurement component.

[0023] The foundation test body 1 is a natural or artificially treated foundation.

[0024] The filling body test body 2 is an earth - rock entity located above the foundation test body and formed by layered filling.

[0025] The reaction force anchor pile 3 is a vertical uplift type reinforced concrete bored pile. The resultant force of the vertical uplift friction resistance on the pile side and the self-weight of the pile body reinforced concrete provides the anchoring force for the entire system. Its pile length and pile diameter are calculated based on the cumulative value of the uplift friction resistance of the soil layers on the pile side calculated according to the pile foundation specifications at the set points of the experimental system, the number of anchor piles, and the total applied load required for the experiment; N reaction force anchor piles 3 are symmetrically arranged at equal intervals on the outside of the filling body test body 2. N is an even number of 2 or more, and the clear distance from the filling body test body 2 is determined according to the requirements of the pile foundation specifications. The longitudinal main reinforcement of the steel reinforcement cage of the reaction force anchor pile 3 is configured throughout the length.

[0026] The force transfer rod assembly 4 corresponds to the reaction force anchor pile 3 one by one. The bottom surface of the force transfer rod assembly 4 is connected to the pile top of the corresponding reaction force anchor pile 3; two force transfer rod assemblies 4 symmetrically arranged on both sides of the filling body test body 2 form the same set of force transfer components. The heights of the two force transfer rod assemblies 4 in the same set of force transfer components are the same, and the heights of the force transfer rod assemblies 4 in different sets of force transfer components are different.

[0027] In this embodiment, the force transfer rod assembly 4 is connected to the corresponding reaction force anchor pile 3 through a pile top anchoring component; the pile top anchoring component includes a pre-embedded anchor bolt 7.1 and a force transfer rod transition base 7.2; the pre-embedded anchor bolt 7.1 is welded to the top end of the longitudinal main reinforcement of the steel reinforcement cage of the reaction force anchor pile 3, and the pre-embedded anchor bolt 7.1 protrudes above the pile top plane of the reaction force anchor pile 3; the bottom surface of the force transfer rod transition base 7.2 passes through the pre-embedded anchor bolt 7.1 and is connected to the pile top of the reaction force anchor pile 3, and the top surface is connected to the bottom surface of the force transfer rod assembly 4.

[0028] The force transfer rod assembly 4 includes multiple force transfer rods connected in sequence; the force transfer rods are steel structure rods with a square cross-section, and cut flanges I 4.1 are welded at both ends; adjacent force transfer rods are connected by high-strength bolts, and the bottom surface of the lowermost force transfer rod is connected to the top surface of the force transfer rod transition base 7.2 by high-strength bolts.

[0029] The reaction force beam 5 is the main beam for the static load test, and cut flanges II 5.1 are welded at the position near the end of the bottom surface. When N = 2, one reaction force beam 5 is arranged above the filling body test body 2. The bottom surfaces of the reaction force beam 5 on both sides of the filling body test body 2 are respectively connected to the top surfaces of the two force transfer rod assemblies 4, and a force strengthening plate 5.2 is installed at the middle position of the bottom surface of the reaction force beam 5; when N is an even number greater than 2, N / 2 reaction force beams 5 are arranged in sequence from bottom to top and are all located above the filling body test body 2. The cut flanges II 5.1 of the same reaction force beam 5 on both sides of the filling body test body 2 are respectively connected to the top surfaces of the two uppermost force transfer rods in the same set of force transfer components by high-strength bolts. A cushion iron block 6 is installed between adjacent reaction force beams 5, and a force strengthening plate 5.2 is installed at the middle position of the bottom surface of the lowermost reaction force beam 5; the center of the force strengthening plate 5.2 is located on the center line of the filling body test body 2.

[0030] The pressure application assembly includes a bearing plate 8.1, a hydraulic jack 8.2, a high-pressure hydraulic pump, and a controller for controlling the high-pressure hydraulic pump; the bearing plate 8.1 is laid on the top surface of the filling body test body 2; the hydraulic jack 8.2 is installed on the bearing plate 8.1; the high-pressure hydraulic pump supplies oil to the hydraulic jack 8.2; the centers of the bearing plate 8.1, the hydraulic jack 8.2, the reaction beam 5, and the cushion iron block 6 are all located on the center line of the filling body test body 2.

[0031] The stress-strain induction measurement assembly includes an earth pressure test element 9.1, a soil vertical settlement test element 9.2, and a stress-strain measuring instrument 9.3; the earth pressure test element 9.1 and the soil vertical settlement test element 9.2 are buried in the foundation test body 1 below the filling body test body 2 at a predetermined depth and are connected to the stress-strain measuring instrument 9.3.

[0032] Embodiment 2 This embodiment provides a high-fill foundation and a vertical stress-strain experiment system for a filling body. The number of reaction anchor piles 3 is 4, and the total sum of the vertical ultimate uplift forces ≥ 5000 kN.

[0033] The total height of the force transfer rod assembly 4 is at least not less than 4 m and at most not more than 7 m. The force transfer rod assembly 4 includes a 1 m standard force transfer rod section 4.2 and its corresponding 1 m top force transfer rod section 4.3, a 2 m standard force transfer rod section 4.4 and its corresponding 2 m top force transfer rod section 4.5; the cross-sectional dimensions of the force transfer rods are all 0.4 m × 0.4 m. The cut flanges I 4.1 at both ends of the 1 m standard force transfer rod section 4.2 and the 2 m standard force transfer rod section 4.4 are circular flanges. The cut flanges I 4.1 at the top of the 1 m top force transfer rod section 4.3 and the 2 m top force transfer rod section 4.5 are square flanges, and the cut flanges I 4.1 at the bottom are circular flanges.

[0034] The number of reaction beams 5 is 2, and the single length of each satisfies the complete lap joint requirement of the reaction anchor piles 3 at the diagonal positions. The beam cross-sectional dimensions are all 0.7 m in height × 0.4 m in width. The cut flange II 5.1 is a square flange.

[0035] The bearing plate 8.1 is a circular steel plate or a square steel plate, and the planar area is not greater than 2 m 2 。

[0036] Embodiment 3 The installation method of the above high-fill foundation and vertical stress-strain experiment system for a filling body includes the following steps: S1, driving the reaction anchor piles 3; S2, installing the pile top anchoring assembly of the reaction anchor piles 3, including the following steps: t1, welding the embedded anchor bolts 7.1 at the top of the longitudinal main reinforcement of the steel reinforcement cage when constructing the reaction anchor piles 3; At t2, after the concrete strength of the reaction anchor pile 3 reaches the design requirement, level the top surface of the pile head, and fasten the bottom surface of the force transfer rod transition base 7.2 after passing through the embedded anchor bolts. S3, embed the earth pressure test element 9.1 and the soil vertical settlement test element 9.2 in the foundation test body 1 at a predetermined depth. S4, layer by layer fill the fill body test body 2 to the design elevation, and assemble the force transfer rod assembly 4 section by section and layer by layer along with the filling height of the fill body test body 2. Read and record the stress-strain test data along with the progress of the layer-by-layer filling of the fill body test body 2. S5, after the filling of the fill body test body 2 is completed and the force transfer rod assembly 4 is assembled, install the reaction beam 5. S6, install the pressurizing assembly. S7, continue to apply load to the top surface of the fill body test body 2 through the pressurizing assembly to simulate the subsequent filling and loading process of the high fill body, and continue to read and record the stress-strain test data.

[0037] In step S4, first set up the fill body formwork, and then layer by layer fill the fill body test body 2 to the design elevation according to the experimental purpose.

[0038] In step S4, the installation process of the force transfer rod assembly 4 is as follows: starting from the force transfer rod transition base 7.2, install the 1m force transfer rod standard section 4.2 or the 2m force transfer rod standard section 4.4 layer by layer upward in sequence. After the installation is completed, use the 1m force transfer rod top section 4.3 and the 2m force transfer rod top section 4.5 at intervals to make the top surfaces of the two force transfer rod assemblies 4 at the diagonal positions flush, and the heights of the force transfer rod assemblies 4 correspond to each other in pairs.

[0039] In step S5, the two reaction beams 5 are installed in a cross-over manner in a plane orthogonal manner on the tops of the 2 groups of force transfer rod assemblies 4 at the diagonal positions with the same height; the reaction beam 5 located below is the main beam 5.3, and the reaction beam 5 located above is the secondary beam 5.4. The main and secondary beams can be used interchangeably.

[0040] In step S7, the piston of the hydraulic jack 8.2 extends to contact the force strengthening plate 5.2 and applies force to the bearing plate 8.1.

[0041] Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: they can still modify the technical solutions recorded in the foregoing embodiments, or perform equivalent replacements on some or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A high fill foundation and fill body vertical stress-strain test system, characterized in that: It includes foundation test body, filling test body, reaction anchor pile, force transmission rod assembly, reaction beam, pad block, pressure component and stress strain sensing measurement component; The foundation test body is a natural or artificially treated foundation; The fill test body is a soil and rock entity formed by layered filling and located above the foundation test body; N reaction anchor piles are arranged symmetrically and equidistantly on the outside of the test volume of the fill body, and N is an even number of 2 or more; The dowel rod assemblies correspond to the reaction force anchor piles one by one, and the bottom surface of the dowel rod assemblies is connected to the top of the corresponding reaction force anchor piles; When N is 2, the heights of the two dowel bar assemblies are the same, a reaction beam is arranged above the compacted test body, and the bottom surfaces of the reaction beams located on both sides of the compacted test body are respectively connected to the top surfaces of the two dowel bar assemblies; When N is an even number greater than 2, the two dowel bar assemblies symmetrically arranged on both sides of the compacted body test body constitute the same group of force transmission components, the heights of the two dowel bar assemblies in the same group of force transmission components are the same, and the heights of the dowel bar assemblies in different groups of force transmission components are different, N / 2 reaction beams are arranged in sequence from bottom to top and are all located above the compacted body test body, the bottom surfaces of the same reaction beam located on both sides of the compacted body test body are respectively connected to the top surfaces of the two dowel bar assemblies in the same group of force transmission components, and a pad iron block is installed between two adjacent reaction beams; The pressurizing assembly includes a pressure plate, a hydraulic jack and a high-pressure hydraulic pump; The pressure bearing plate is laid on the top surface of the compacted test body; The hydraulic jack is mounted on the pressure plate; The high-pressure hydraulic pump supplies oil to the hydraulic jack; The centers of the pressure plate, hydraulic jack, reaction beam and pad iron block are all located on the center line of the compacted body test body; The stress-strain sensing measurement assembly includes a soil pressure test element, a soil vertical settlement test element, and a stress-strain measuring instrument; The soil pressure test element and the soil vertical settlement test element are buried in the foundation test body under the fill test body at a predetermined depth and are connected to the stress-strain measuring instrument.

2. The high fill foundation and fill body vertical stress-strain test system according to claim 1 is characterized in that: The reaction anchor pile is a vertical pull-out resistant reinforced concrete bored pile, and the longitudinal main reinforcement of the reaction anchor pile's steel cage is arranged throughout the length.

3. The high fill foundation and fill body vertical stress-strain test system according to claim 2 is characterized in that: The force transmission rod assembly is connected to the corresponding reaction anchor pile through a pile top anchor assembly; The pile top anchoring assembly includes a pre-buried anchor bolt and a dowel rod transition base; The pre-buried anchor bolts are welded to the top of the longitudinal main reinforcement of the steel cage of the reaction anchor pile, and the pre-buried anchor bolts are exposed above the pile top plane of the reaction anchor pile; The bottom surface of the force transmission rod transition base passes through the pre-buried anchor bolts and is connected to the top of the reaction anchor pile, and the top surface is connected to the bottom surface of the force transmission rod assembly.

4. The high fill foundation and fill body vertical stress-strain test system according to claim 3 is characterized in that: The dowel rod assembly comprises a plurality of dowel rods connected in sequence; The force transmission rod is a steel structure rod with a square cross section, and has cut flanges Ⅰ welded at both ends; The reaction beam is the main beam for static load test, and a cut flange II is welded near the end of the bottom surface; Two adjacent force transfer rods are connected by high-strength bolts, the bottom surface of the lowest force transfer rod is connected to the top surface of the force transfer rod transition base by high-strength bolts, and the top surface of the highest force transfer rod is connected to the bottom surface of the reaction beam by high-strength bolts.

5. The high fill foundation and fill body vertical stress-strain test system according to claim 1 is characterized in that: When N is 2, a force-bearing reinforcement plate is installed in the middle of the bottom surface of the reaction beam; When N is an even number greater than 2, a force reinforcement plate is installed at the middle of the bottom surface of the reaction beam at the bottom; The center of the stress-reinforced plate is located on the center line of the compacted test body.

6. The high fill foundation and fill body vertical stress-strain test system according to claim 1 is characterized in that: The pressure plate is a round or square steel plate with a plane area not greater than 2m 2 .

7. The high fill foundation and fill body vertical stress-strain test system according to claim 1 is characterized in that: N is 2 or 4, the total vertical ultimate pull-out force of the reaction anchor pile is ≥5000kN; The total height of the dowel rod assembly shall not be less than 4m and not more than 7m.

8. The high fill foundation and fill body vertical stress-strain test system according to claim 1 is characterized in that: The pressurizing assembly also includes a control device for controlling the high-pressure hydraulic pump.

9. A method for installing the high fill foundation and fill body vertical stress-strain test system according to any one of claims 3 to 8, characterized in that: The steps include: S1, set up reaction anchor piles; S2, installing the pile top anchoring assembly of the reaction anchor pile, comprising the following steps: t1, when constructing reaction anchor piles, weld the embedded anchor bolts at the top of the longitudinal main reinforcement of the steel cage; t2, after the concrete strength of the reaction anchor pile reaches the design requirement, the top surface of the pile head is leveled, and the bottom surface of the transition base of the force transmission rod is passed through the embedded anchor bolts and then tightened; S3, burying soil pressure test elements and soil vertical settlement test elements in the foundation test body at a predetermined depth; S4, fill the test body of the compacted body in layers to the designed elevation, assemble the dowel bar assembly layer by layer according to the filling height of the test body of the compacted body, and measure and record the stress and strain test data according to the progress of the layered filling of the test body of the compacted body; S5, after the filling of the test body is completed and the assembly of the dowel bar assembly is completed, the reaction beam is installed; S6, installing the pressurized assembly; S7, continue to apply load to the top surface of the compact test body through the pressurizing assembly to simulate the subsequent filling and loading process of the high fill compact, and continue to measure and record the stress-strain test data.

10. The installation method of the high fill foundation and fill body vertical stress-strain test system according to claim 9 is characterized in that: In step S4, a compact formwork is firstly set up, and then the compact test body is filled in layers to the designed elevation.

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