A method for determining the interface strength parameters of ribs in small-spacing reinforced soil structures

Abstract

The present invention provides a method for determining the interface strength parameters of a reinforcement plate of a small-spacing reinforced soil structure, comprising: S1, performing direct shear friction tests and pull-out friction tests under different vertical stresses using a block panel and reinforcement as test materials, and fitting to obtain the direct shear strength τ ds Linear relationship curve with vertical stress σ and tensile shear strength τ po The linear relationship curve of the vertical stress σ is used to determine the direct shear parameter and the interface pull-out parameter at the reinforcement-panel interface; S2, determine the lower limit of the shear strength at each vertical stress; the shear strength envelope τ of the reinforcement-panel interface is formed by the lower limit of the shear strength at each vertical stress. in —σ; S3. Determine the interface strength parameters of the reinforcement-panel interface under different vertical stresses; the present invention determines the interface strength parameters between the reinforcement and the panel under different vertical stresses based on the shear strength envelope obtained from the direct shear friction test and the pull-out friction test, laying the foundation for the accurate verification of the connection strength between the reinforcement and the panel at different positions.

Description

Technical Field

[0001] The present invention belongs to the technical field of geotechnical engineering, and in particular relates to a method for determining strength parameters of reinforcement plate interfaces in a small-spacing reinforced soil structure. Background Art

[0002] Reinforced soil is composed of alternating layers of compacted fill and reinforcement (such as geogrids, geotextiles, and other geosynthetics). The reinforcement-soil interaction limits deformation of the soil surrounding the reinforcement, effectively overcoming the fill's inherent low tensile strength. Reinforced soil structures (such as reinforced retaining walls and reinforced slopes) consist of fill, reinforcement embedded within the fill, and a face plate. Internal forces interact within the face plate, including soil pressure on the face plate, reinforcement tension, and friction between the reinforcement and soil. These forces are balanced to ensure the stability of the entire reinforced soil structure.

[0003] At present, when designing and constructing reinforced soil structures, if the spacing between reinforcements is large, the panels and reinforcements are connected by anchoring (i.e., mechanical connection). Under this connection form, pull-out failure usually occurs between the reinforcement and the panels. If the spacing between reinforcements is small (generally no more than 0.3m), the reinforcement is laid directly between multiple masonry panels to achieve friction connection. Under this connection method, both pull-out failure and direct shear failure may occur between the reinforcement and the panels, making it difficult to select appropriate interface strength parameters for connection strength verification, thereby affecting the subsequent accurate calculation of the internal stability of the reinforced soil structure. Summary of the Invention

[0004] In view of the shortcomings of the above-mentioned prior art, the purpose of the present invention is to provide a method for determining the reinforcement-panel interface strength parameters of a small-spacing reinforced soil structure. By determining the shear strength envelope between the reinforcement and the panel under different vertical stresses, the reinforcement-panel interface strength parameters of the small-spacing reinforced soil structure at different vertical stresses are determined, laying the foundation for accurate verification of the reinforcement-panel connection strength.

[0005] To achieve the above-mentioned and other related objectives, the present invention provides a method for determining the interface strength parameters of a reinforcement plate of a small-spacing reinforced soil structure, wherein the small-spacing reinforced soil structure comprises a panel, reinforcement, and fill; the panel is formed by stacking a plurality of block panels from bottom to top; a plurality of reinforcements are laid in layers from bottom to top in the fill, with one end of each layer of reinforcement located between two layers of block panels; the method comprises the following steps:

[0006] S1. Direct shear friction test and pull-out friction test under different vertical stresses were carried out with block panels and reinforcement as test materials, and the direct shear strength τ at the reinforcement-panel interface was obtained by fitting. ds Linear relationship curve with vertical stress σ and tensile shear strength τ at the reinforcement-panel interface poThe linear relationship curve between the vertical stress σ is used to determine the direct shear parameter and the pull-out parameter at the reinforcement-panel interface.

[0007] S2, according to the direct shear strength τ at the reinforcement-panel interface ds Linear relationship curve with vertical stress σ and tensile shear strength τ at the reinforcement-panel interface po The linear relationship curve with the vertical stress σ determines the shear strength envelope τ of the reinforcement-panel interface in —σ; shear strength envelope τ between the reinforcement and panel interface in —σ is determined by comparing the direct shear strength τ at each vertical stress point ds and tensile shear strength τ po , determine the lower limit of shear strength at each vertical stress; the lower limit of shear strength at each vertical stress constitutes the shear strength envelope τ of the reinforcement-panel interface in —σ;

[0008] S3, according to the shear strength envelope τ between the reinforcement and panel interface in —σ, determine the interface strength parameters at the reinforcement-panel interface under different vertical stresses; the interface strength parameters are determined as follows: when the shear strength envelope of the reinforcement-panel interface τ in —σ and direct shear strength τ at the reinforcement-panel interface ds When the linear relationship curve of the vertical stress σ completely coincides, the interface strength parameter is the interface direct shear parameter; when the shear strength envelope of the reinforcement-panel interface τ in —σ and tensile shear strength τ at the reinforcement-panel interface po When the linear relationship curve of the vertical stress σ completely coincides, the interface strength parameter is the interface pull-out parameter; when the shear strength envelope of the reinforcement-panel interface τ in When —σ has an inflection point, the vertical stress σ at the inflection point is L As a benchmark, determine the shear strength envelope τ in different vertical stress ranges in —σ phase to determine the interface strength parameters under different vertical stresses.

[0009] Preferably, the minimum vertical stress applied by the direct shear friction test and the pull-out friction test is the self-weight stress of the panel at the top reinforcement; the maximum vertical stress applied by the direct shear friction test and the pull-out friction test is the self-weight stress of the panel at the bottom reinforcement.

[0010] Preferably, the interface direct shear parameter includes the interface direct shear friction coefficient f ds and interfacial direct shear cohesion c ds ; Among them, the interface direct shear friction coefficient f dsis the direct shear strength τ ds The slope of the linear relationship curve with vertical stress σ, the interface direct shear cohesion c ds is the direct shear strength τ ds The vertical intercept in the linear relationship curve with vertical stress σ.

[0011] Preferably, the interface drawing parameters include the interface drawing friction coefficient f po and interfacial pull-out cohesion c po ; Among them, the interface pull-out friction coefficient f po is the tensile shear strength τ po The slope of the linear relationship curve with vertical stress σ, the interface tensile cohesion c po is the tensile shear strength τ po The vertical intercept in the linear relationship curve with vertical stress σ.

[0012] Preferably, the interface direct shear friction coefficient f in the interface direct shear parameter is ds Replaced by interface direct shear friction angle Interface direct shear friction angle The interface drawing friction coefficient f in the interface drawing parameter po Replaced by interface pull-off friction angle Interface pull-out friction angle

[0013] As described above, the method for determining the interface strength parameters of the ribs of a small-spacing reinforced soil structure of the present invention has the following beneficial effects:

[0014] The method for determining the interface strength parameters of the reinforcement plate of a small-spacing reinforced soil structure of the present invention obtains the shear strength envelope between the reinforcement and the panel through direct shear friction test and pull-out friction test, and then determines the interface strength parameters between the reinforcement and the panel under different vertical stresses, laying the foundation for accurate verification of the connection strength between the reinforcement and the panel at different positions; the entire determination process is scientific and reasonable, and is easy to promote and use. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 Schematic diagram of reinforced soil structure.

[0016] Figure 2 is the direct shear strength τ between reinforcement and panel ds Relationship curve with vertical stress σ and tensile shear strength τ po Schematic diagram of the relationship curve with vertical stress σ.

[0017] Figure 3 is a schematic diagram of the shear strength envelope between reinforcement and panel.

[0018] Figure 4The figure is a flow chart of the method for determining the interface strength parameters of the reinforcement plates in the small-spacing reinforced soil structure of the present invention.

[0019] Description of Reference Numerals

[0020] Reinforcement 1, fill 2, block panel 3. DETAILED DESCRIPTION

[0021] The following describes the implementation of the present invention through specific embodiments. People skilled in the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification.

[0022] See also Figures 1 to 4 . It should be noted that the structures, proportions, sizes, etc. illustrated in the drawings of this specification are only used to match the contents disclosed in the specification for people familiar with this technology to understand and read, and are not used to limit the limiting conditions for the implementation of the present invention. Therefore, they have no substantive technical significance. Any modification of the structure, change in the proportional relationship or adjustment of the size should still fall within the scope of the technical content disclosed by the present invention without affecting the efficacy and purpose that can be achieved by the present invention. At the same time, the terms such as "upper", "lower", "left", "right", "middle" and "one" quoted in this specification are only for the convenience of description, and are not used to limit the scope of the implementation of the present invention. Changes or adjustments in their relative relationships should also be regarded as the scope of the implementation of the present invention without substantially changing the technical content.

[0023] like Figure 1 As shown, the reinforced soil structure consists of reinforcement 1, fill 2 and panels; the panels are arranged vertically as a whole, and are composed of multiple block panels 3 stacked from bottom to top; the fill 2 is located on one side of the panel, and multiple reinforcements 1 are laid in layers from bottom to top in the fill 2; one end of each layer of reinforcement 1 is located between two layers of block panels 3, forming a friction connection; the vertical spacing between the reinforcement layers is S, the height of the reinforced soil structure is H, the size of the block panels 3 is l×b×h (i.e., the length is l, the width is b, and the height is h); the specific gravity of the block panels 3 is γ.

[0024] like Figure 4 As shown, the present invention provides a method for determining the interface strength parameters of the ribs of a small-spacing reinforced soil structure, the method comprising the following steps:

[0025] S1. Direct shear friction test and pull-out friction test under different vertical stresses were carried out with block panel 3 and reinforcement 1 as test materials, and the direct shear strength τ at the reinforcement-panel interface was obtained by fitting. ds Linear relationship curve with vertical stress σ and tensile shear strength τ at the reinforcement-panel interface poThe linear relationship curve between the reinforcement and the vertical stress σ is used to determine the direct shear parameter at the reinforcement-panel interface and the interface pull-out parameter at the reinforcement-panel interface.

[0026] The direct shear friction test can refer to the "Testing Procedure for Geosynthetics" (SL235-2012) standard. The test method is as follows: a block panel 3 is set in the lower box of the shear box, and a reinforcement 1 is set in the upper box of the shear box; then different vertical stresses σ are applied to the top of the upper box of the shear box, and horizontal thrust is applied to the lower box of the shear box to make the reinforcement 1 slide along the surface of the block panel 3, and the direct shear strength τ under different vertical stresses is obtained. ds .

[0027] By analyzing the vertical stress σ and the direct shear strength τ corresponding to each vertical stress σ ds Perform linear fitting to obtain the direct shear strength τ at the reinforcement-panel interface ds The linear relationship curve and the corresponding linear relationship formula with vertical stress σ are as follows: ds =k1×σ+b1(1); then we can get the direct shear parameters at the reinforcement-panel interface; the direct shear parameters include the direct shear friction coefficient f ds and interfacial direct shear cohesion c ds ; Among them, the interface direct shear friction coefficient f ds =k1 (direct shear strength τ ds The slope of the linear relationship between the vertical stress σ); the direct shear cohesion of the interface c ds =b1 (that is, direct shear strength τ ds The vertical intercept of the linear relationship between the vertical stress σ).

[0028] It can be understood that the interface direct shear friction coefficient f in the interface direct shear parameter is ds Can be replaced by the interface direct shear friction angle υ ds ;Interface direct shear friction angle is τ ds —σThe angle between the linear relationship curve and the horizontal axis, which is similar to the direct shear friction coefficient f ds satisfy:

[0029] The direct shear friction test can refer to the "Testing Procedure for Geosynthetics" (SL235-2012) standard. The test method is as follows: two block panels 3 are stacked and fixed up and down, so that one end of the reinforcement 1 is placed between the two block panels 3, and the other end of the reinforcement 1 is connected to the tension fixture; then different vertical stresses are applied to the top of the upper block panel 3, and horizontal tension is applied to the tension fixture to pull the reinforcement 1 out from between the block panels 3, and the tensile shear strength τ under different vertical stresses is obtained. po ;

[0030] By analyzing the vertical stress σ and the tensile shear strength τ corresponding to each vertical stress σ po Perform linear fitting to obtain the tensile shear strength τ at the reinforcement-panel interface po The linear relationship curve and the corresponding linear relationship formula with vertical stress σ are as follows: po =k2×σ+b2(2); then the interface pulling parameters at the reinforcement-panel interface are obtained; the interface pulling parameters include the interface pulling friction coefficient f po and interfacial pull-out cohesion c po ; Among them, the interface pull-out friction coefficient f po =k2 (i.e. tensile shear strength τ po The slope of the linear relationship between the vertical stress σ); interface tensile cohesion c po =b2 (i.e. tensile shear strength τ po The vertical intercept of the linear relationship between the vertical stress σ).

[0031] It can be understood that the interface pulling friction coefficient f in the interface pulling parameter is po Can be replaced by the interface pull-off friction angle Interface pull-out friction angle is τ po —σThe angle between the linear relationship curve and the horizontal axis, which is similar to the interface pull-off friction coefficient f po satisfy:

[0032] Minimum vertical stress σ applied in direct shear friction test and pull-out test min It must not be less than 0; in order to reduce the number of tests, the minimum vertical stress σ applied in the direct shear friction test and the pull-out test min =σ1(3); where σ1 is the self-weight stress of the panel at the top reinforcement, and its calculation formula is σ1=γ×h; the maximum vertical stress σ applied in the direct shear friction test and pull-out test max =σ2(4); where σ2 is the self-weight stress of the panel at the bottom reinforcement, and its calculation formula is: σ2=γ×(Hh).

[0033] S2, according to the direct shear strength τ at the reinforcement-panel interface ds Linear relationship curve with vertical stress σ and tensile shear strength τ at the reinforcement-panel interface po The linear relationship curve with the vertical stress σ determines the shear strength envelope τ of the reinforcement-panel interface in —σ relationship; the shear strength envelope τ between the reinforcement and panel interface in The method for determining the —σ relationship is to compare the direct shear strength τ at each vertical stress point ds and tensile shear strength τpo , determine the lower limit of shear strength at each vertical stress (i.e., the minimum shear strength); the shear strength envelope τ of the reinforcement-panel interface is formed by the lower limit of shear strength at each vertical stress. in —σ;

[0034] Specifically, the shear strength envelope τ of the reinforcement-panel interface is in —σ exists in three forms;

[0035] Form 1: Shear strength envelope τ of the reinforcement-panel interface in —σ is the direct shear strength τ ds The linear relationship curve with vertical stress σ (the linear relationship curve is a straight line) is as follows: τ in =k1×σ+b1;

[0036] Form 2: Shear strength envelope τ of the reinforcement-panel interface in —σ is the tensile shear strength τ po The linear relationship curve with vertical stress σ (the linear relationship curve is a straight line); τ in =k2×σ+b2;

[0037] Form 3: Shear strength envelope τ of the reinforcement-panel interface in —σ has an inflection point, and the corresponding relationship is:

[0038] or

[0039] S3, according to the shear strength envelope τ between the reinforcement and panel interface in —σ, determine the interface strength parameters at the reinforcement-panel interface under different vertical stresses; the interface strength parameters are determined as follows: when the shear strength envelope of the reinforcement-panel interface τ in —σ and direct shear strength τ at the reinforcement-panel interface ds When the linear relationship curve of the vertical stress σ completely coincides, the interface strength parameter is the interface direct shear parameter; when the shear strength envelope of the reinforcement-panel interface τ in —σ and tensile shear strength τ at the reinforcement-panel interface po When the linear relationship curve of the vertical stress σ completely coincides, the interface strength parameter is the interface pull-out parameter; when the shear strength envelope of the reinforcement-panel interface τ in When —σ has an inflection point, the vertical stress σ at the inflection point is L As a benchmark, determine the shear strength envelope τ in different vertical stress ranges in —σ phase to determine the interface strength parameters under different vertical stresses.

[0040] Specifically, when the shear strength envelope of the reinforcement-panel interface τ in —σ and direct shear strength τ at the reinforcement-panel interface ds When the linear relationship curve of the vertical stress σ completely coincides, direct shear failure occurs at the reinforcement-panel interface connection, and the interface strength parameter is always the interface direct shear parameter;

[0041] When the shear strength envelope of the reinforcement-panel interface τ in —σ and tensile shear strength τ at the reinforcement-panel interface po When the linear relationship curve of the vertical stress σ completely coincides, the reinforcement-panel interface connection will be broken by pull-out, and the interface strength parameter will always be the interface pull-out parameter.

[0042] When the shear strength envelope of the reinforcement-panel interface τ in —σ has an inflection point, and the vertical stress at the inflection point is σ L , if the shear strength envelope of the reinforcement-panel interface τ in —σ relationship is:

[0043]

[0044] Then when σ<σ L When σ≥σ L When , pull-out failure occurs at the reinforcement-panel interface connection. Under this vertical stress range, the interface strength parameter is the interface pull-out parameter.

[0045] When the shear strength envelope of the reinforcement-panel interface τ in —σ has an inflection point, and the vertical stress at the inflection point is σ L , if the shear strength envelope of the reinforcement-panel interface τ in —σ relationship is:

[0046]

[0047] Then when σ<σ L When σ≥σ L When , direct shear failure occurs at the reinforcement-panel interface connection. Under this vertical stress range, the interface strength parameter is the interface direct shear parameter.

[0048] The following are specific embodiments of the present invention:

[0049] The reinforced earth structure is a reinforced earth retaining wall with a height of H = 6m; the reinforcement 1 is a woven geotextile with a vertical spacing S = 0.2m between reinforcements 1; the block panel 3 is made of concrete with a length l = 0.4m, a width b = 0.4m, a height h = 0.2m, and a weight γ = 25kN / m 3 .

[0050] The minimum vertical stress σ applied by direct shear friction test and pull-out friction test is calculated using formulas (3) and (4): min and the maximum vertical stress σ max :

[0051] σ min =σ1=γ×h=5kPa;

[0052] σ max =σ2=γ×(Hh)=145KPa;

[0053] According to the calculated minimum vertical stress σ min and the maximum vertical stress σ max The vertical stress values applied in the direct shear friction test and pull-out friction test were selected to be 5kPa, 70KPa and 145kPa respectively.

[0054] Through direct shear friction test, the direct shear strength τ at the reinforcement-panel interface under different vertical stresses σ is obtained. ds , as shown in Table 1:

[0055] Table 1 Direct shear strength τ at the reinforcement-panel interface under different vertical stresses σ ds

[0056]

[0057] Excel software was used to perform linear fitting on the data in Table 1 to obtain the direct shear strength τ at the reinforcement-panel interface. ds The relationship curve with vertical stress σ and the corresponding linear relationship; Figure 2 As shown, the direct shear strength τ at the reinforcement-panel interface ds The linear relationship between vertical stress σ is τ ds =0.6σ+1 (i.e. k1=0.6, b1=1), thus determining the interface direct shear parameter, where the interface direct shear friction coefficient f ds =0.6; interface direct shear cohesion c ds =1, interface direct shear friction angle

[0058] Through the pull-out friction test, the pull-out shear strength τ at the reinforcement-panel interface under different vertical stresses σ is obtained. po , as shown in Table 2:

[0059] Table 2 Tensile shear strength τ at the reinforcement-panel interface under different vertical stresses σ po

[0060]

[0061] Excel software was used to perform linear fitting on the data in Table 2 to obtain the tensile shear strength τ at the reinforcement-panel interface. po The relationship curve with vertical stress σ and the corresponding linear relationship; Figure 2 As shown, the tensile shear strength τ at the reinforcement-panel interface po The linear relationship between vertical stress σ is τ po =0.5σ+10 (i.e. k2=0.5, b2=10), thus determining the interface drawing parameters, where the interface drawing friction coefficient f po =0.5, interface pull-out cohesion c po =10, interface pull-out friction angle

[0062]

[0063] according to Figure 2 Obtain the lower limit of shear strength at each vertical stress, and then obtain the shear strength envelope τ at the reinforcement-panel interface from the lower limit of shear strength at each vertical stress in —σ(such as Figure 3 solid line portion).

[0064] Depend on Figure 3 It can be seen that the shear strength envelope τ at the reinforcement-panel interface is in —σ has an inflection point, and the vertical stress σ at the inflection point L =90kPa (i.e. Figure 2 The horizontal coordinate value of the intersection of the two relationship curves); when σ<σ L When the shear strength envelope is a line that is consistent with the direct shear strength curve τ ds -σ coincides with the oblique line, whose formula is τ in =0.6σ+1, at this time, direct shear failure occurs between the reinforcement and the panel, and the interface strength parameter is the interface direct shear parameter; when σ≥σ L When the shear strength envelope is a line that is consistent with the tensile shear strength curve τ po -σ coincides with the oblique line, whose formula is τ in =0.5σ+10, at this time, pull-out failure occurs between the reinforcement and the panel, and the interface strength parameter is the interface pull-out parameter.

[0065] In summary, the present invention determines the shear strength envelope at the reinforcement-panel interface in a small-spacing reinforced soil structure through direct shear friction tests and pull-out friction tests, and then determines the interface strength parameters between the reinforcement and the panel under different vertical stresses, laying the foundation for accurate verification of the connection strength between the reinforcement and the panel at different positions; the entire determination process is scientific and reasonable, and is easy to promote and use.

[0066] The above embodiments are merely illustrative of the principles and effects of the present invention and are not intended to limit the present invention. Anyone skilled in the art may modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by one of ordinary skill in the art without departing from the spirit and technical principles disclosed herein are intended to be covered by the claims of the present invention.

Claims

1. A method for determining the strength parameters of the reinforcement plate interface of a small-pitch reinforced soil structure, wherein the small-pitch reinforced soil structure comprises a panel, reinforcement, and soil fill; the panel is formed by stacking multiple block panels from bottom to top; multiple reinforcements are laid in layers from bottom to top in the soil fill, with one end of each layer of reinforcement located between two layers of block panels; characterized in that The method comprises the following steps: S1. Direct shear friction test and pull-out friction test under different vertical stresses were carried out with block panels and reinforcement as test materials, and the direct shear strength τ at the reinforcement-panel interface was obtained by fitting. ds Linear relationship curve with vertical stress σ and tensile shear strength τ at the reinforcement-panel interface po The linear relationship curve between the vertical stress σ is used to determine the direct shear parameter and the pull-out parameter at the reinforcement-panel interface. S2, according to the direct shear strength τ at the reinforcement-panel interface ds Linear relationship curve with vertical stress σ and tensile shear strength τ at the reinforcement-panel interface po The linear relationship curve with the vertical stress σ determines the shear strength envelope τ of the reinforcement-panel interface in —σ; shear strength envelope τ between the reinforcement and panel interface in —σ is determined by comparing the direct shear strength τ at each vertical stress point ds and tensile shear strength τ po , determine the lower limit of shear strength at each vertical stress; the lower limit of shear strength at each vertical stress constitutes the shear strength envelope τ of the reinforcement-panel interface in —σ; S3, according to the shear strength envelope τ between the reinforcement and panel interface in —σ, determine the interface strength parameters at the reinforcement-panel interface under different vertical stresses; the interface strength parameters are determined as follows: when the shear strength envelope of the reinforcement-panel interface τ in —σ and direct shear strength τ at the reinforcement-panel interface ds When the linear relationship curve of the vertical stress σ completely coincides, the interface strength parameter is the interface direct shear parameter; when the shear strength envelope of the reinforcement-panel interface τ in —σ and tensile shear strength τ at the reinforcement-panel interface po When the linear relationship curve of the vertical stress σ completely coincides, the interface strength parameter is the interface pull-out parameter; when the shear strength envelope of the reinforcement-panel interface τ in When —σ has an inflection point, the vertical stress σ at the inflection point is L As a benchmark, determine the shear strength envelope τ in different vertical stress ranges in —σ phase to determine the interface strength parameters under different vertical stresses.

2. The method for determining the interface strength parameters of the ribs of a small-spacing reinforced soil structure according to claim 1 is characterized in that: The minimum vertical stress applied by the direct shear friction test and the pull-out friction test is the self-weight stress of the panel at the top reinforcement; the maximum vertical stress applied by the direct shear friction test and the pull-out friction test is the self-weight stress of the panel at the bottom reinforcement.

3. The method for determining the interface strength parameters of the ribs of a small-spacing reinforced soil structure according to claim 1 or 2, characterized in that: The interface direct shear parameters include the interface direct shear friction coefficient f ds and interfacial direct shear cohesion c ds ; Among them, the interface direct shear friction coefficient f ds is the direct shear strength τ ds The slope of the linear relationship curve with vertical stress σ, the interface direct shear cohesion c ds is the direct shear strength τ ds The vertical intercept in the linear relationship curve with vertical stress σ.

4. The method for determining the interface strength parameters of the ribs of a small-spacing reinforced soil structure according to claim 3 is characterized in that: The interface drawing parameters include the interface drawing friction coefficient f po and interfacial pull-out cohesion c po ; Among them, the interface pull-out friction coefficient f po is the tensile shear strength τ po The slope of the linear relationship curve with vertical stress σ, the interface tensile cohesion c po is the tensile shear strength τ po The vertical intercept in the linear relationship curve with vertical stress σ.

5. The method for determining the interface strength parameters of the ribs of a small-spacing reinforced soil structure according to claim 4 is characterized in that: The interface direct shear friction coefficient f in the interface direct shear parameter ds Replaced by interface direct shear friction angle Interface direct shear friction angle The interface drawing friction coefficient f in the interface drawing parameter po Replaced by interface pull-off friction angle Interface pull-out friction angle

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