A method for setting the height of upper and lower structures of a two-stage non-step reinforced earth structure

Abstract

The present invention discloses a method for setting the height of the upper and lower structures of a two-stage stepless reinforced earth structure, comprising: (1) determining the total reinforcement tension required for the upper and lower structures, and calculating the maximum reinforcement tension required for each layer; (2) calculating the reinforcement length and reinforcement area required for each layer of the upper and lower structures, thereby determining the reinforcement and filler usage; (3) calculating the carbon emissions of the reinforcement and filler, and ultimately determining the total carbon emissions; (4) repeating steps (1-3), from the upper structure being one layer until the total carbon emissions when the total reinforcement tension required for the lower structure is zero are calculated, comparing and determining the minimum total carbon emissions, and the corresponding upper and lower structure height is the optimal structural height setting. Based on the principle of minimizing the total carbon emissions generated by the required reinforcement and filler, the present invention solves the uncertainty problem of the upper and lower structure height setting while ensuring the safe design of the two-stage stepless reinforced earth structure, thereby providing a more environmentally friendly design solution.

Description

Technical Field

[0001] The present invention relates to the technical field of multi-stage reinforced earth structure design, and more particularly to a method for setting the heights of upper and lower structures of a double-stage stepless reinforced earth structure. Background Art

[0002] Reinforced earth structures offer superior structural performance and are widely used in traditional applications such as slope reinforcement, retaining walls, and soft foundation reinforcement. Reinforced earth retaining walls are commonly used to improve roadbeds in road construction. As the height of a single-stage reinforced earth retaining wall increases, stresses at the joints between the faceplate and reinforcement increase. This can lead to deformation and difficulty controlling the faceplate, making construction operations quite difficult. Therefore, when a single-stage reinforced earth retaining wall reaches a certain height, a tiered design approach is often adopted, with steps installed between adjacent stages. The step width is often a key factor in the design of a double-stage reinforced earth retaining wall.

[0003] A new type of reinforced earth structure effectively avoids the issue of step width: the two-stage, stepless reinforced earth structure. However, current domestic and international design specifications do not yet address the specific design methods for two-stage, stepless reinforced earth structures. To construct a safe, reliable, and environmentally friendly two-stage, stepless reinforced earth structure, it is necessary to rationally analyze its internal stability, as well as the reinforcement pattern and density. The height of the upper and lower structures, which influences these factors, is an even more important design parameter. Summary of the Invention

[0004] The purpose of the present invention is to provide a method for setting the heights of the upper and lower structures of a two-stage stepless reinforced earth structure, so as to consider the minimum total carbon emissions of the reinforcement and filler used under different combinations of upper and lower layer heights, so as to determine the reasonable setting of the upper and lower layer structure heights, thereby effectively reducing the total carbon emissions generated in the construction of the project while ensuring the safe design of the two-stage stepless reinforced earth structure, and providing green, environmentally friendly and scientific and reasonable guidance for the design of the two-stage stepless reinforced earth structure.

[0005] In order to achieve the above-mentioned object, the present invention adopts the following technical solutions:

[0006] The method for setting the height of the upper and lower structures of a two-stage stepless reinforced soil structure of the present invention is characterized in that it includes the following steps:

[0007] Step 1: Determine the number of reinforced layers in the upper structure of the double-stage non-step reinforced soil structure as n p , the number of reinforced layers of the lower structure is n d When the total reinforcement tension T required for the superstructure pnp , Total reinforcement tension T required for the lower structure dnd and the critical failure surface among all potential failure surfaces, thereby calculating the maximum reinforcement tension required for each layer in the upper and lower structures;

[0008] Step 2: Determine the number of reinforcement layers in the upper structure as n p , the number of reinforced layers of the lower structure is n d When the reinforcement length L of each layer in the superstructure within the critical failure surface is pnpS and the reinforcement length L outside the critical failure surface pnpE , the length of reinforcement L in each layer of the lower structure within the critical failure surface dndS and the reinforcement length L outside the critical failure surface dndE , thereby determining the maximum reinforcement length and reinforcement area of the upper and lower structures, and calculating the required reinforcement length and filler amount;

[0009] Step 3: Determine the number of reinforcement layers in the upper structure as n p , the number of reinforced layers of the lower structure is n d Total carbon emissions of reinforcement and filler usage;

[0010] Step 4: When the total number of reinforcement layers is constant and T dnd >0, calculate the total carbon emissions of reinforcement and filler usage under different numbers of reinforcement layers of the upper and lower structures according to the process of steps 1 to 3, and take the upper and lower structure heights with the minimum total carbon emissions as the optimal heights.

[0011] The characteristic of the method for setting the height of the upper and lower structures of the present invention is that in step 1, the number of reinforced layers of the upper structure is calculated using formula (1) and formula (2) respectively. p , the number of reinforced layers of the lower structure is n d When the total reinforcement tension T required for the superstructure pnp Total reinforcement tension T required for the lower structure dnd :

[0012]

[0013]

[0014] In formula (1) and formula (2), A1 represents a constant calculated by the intersection of the potential failure surface with the toe and top of the superstructure wall, and A1 = H p / [exp(-Ψβ 11 )cosβ 11 -exp(-Ψβ 21 )cosβ 21 ], β 11 represents the angle between the potential failure surface and the toe of the superstructure wall in polar coordinates, β 21represents the angle between the intersection of the potential failure surface and the top of the superstructure in polar coordinates, β′ represents the angle of any position on the potential failure surface in polar coordinates, γ represents the packing density, φ represents the packing internal friction angle, and Ψ = tanφ; H p represents the height of the superstructure, and H p =n p S V , S V Indicates the vertical spacing between two adjacent reinforced layers; D p Indicates the position of action of the total reinforcement tension required for the superstructure, and D p =H p / 3; A represents a constant calculated from the intersection of the potential failure surface with the toe of the lower structure and the top of the superstructure, and A=H / [exp(-Ψβ1)cosβ1-exp(-Ψβ2)cosβ2], β1 represents the angle of the intersection of the potential failure surface and the toe of the lower structure in polar coordinates, β2 represents the angle of the intersection of the potential failure surface and the top of the superstructure in polar coordinates, and β represents the angle of any position on the potential failure surface in polar coordinates; α represents the equivalent reinforced soil slope angle, H represents the height of the two-stage non-step reinforced soil structure, and H=H p +H d , H d Indicates the height of the lower structure; D d Indicates the position of the total reinforcement tension required for the lower structure, D d =H d / 2.

[0015] 3. The method for setting the height of the upper and lower structures according to claim 1, wherein the number of reinforced layers of the upper structure in step 1 is n p , the number of reinforced layers of the lower structure is n d When , use formula (3) and formula (4) to calculate the maximum tensile force T of the reinforcement required for the i-th layer in the upper structure. pmaxi The maximum tensile strength T required for each layer of the lower structure dmaxnd :

[0016]

[0017]

[0018] The number of reinforced layers of the upper structure in step 2 is n p , the number of reinforced layers of the lower structure is n d When , the length L of the reinforcement in the critical failure surface of the i-th layer in the superstructure is calculated using formula (5) and formula (6) respectively pnpSi The length L of the reinforcement in the jth layer of the lower structure within the critical failure surface dndSj :

[0019] L pnpSi =X i -H d cotω i=1,2,...,n p (5)

[0020] L dndSj =X j -[H d -(j-1)S V ]cotω j=1,2,...,n d (6)

[0021] In formula (5) and formula (6), X i represents the horizontal coordinate value of the intersection point between the i-th layer reinforcement and the critical failure surface in the superstructure, X j represents the abscissa value of the intersection of the j-th layer of reinforcement and the critical failure surface in the lower structure, and ω represents the slope angle of the lower structure;

[0022] The number of reinforced layers of the upper structure is calculated using formula (7) and formula (8) as n. p , the number of reinforced layers of the lower structure is n d When the length of the reinforcement material L of the i-th layer outside the critical failure surface in the superstructure is pnpEi The length L of the reinforcement outside the critical failure surface of the jth layer in the lower structure dndEj :

[0023]

[0024]

[0025] In formula (7) and formula (8), α0 represents the nonlinear distribution effect coefficient considering the interaction between reinforcement and filler; R C represents the reinforcement coverage; C represents the effective perimeter of the reinforcement; F S represents the safety factor; σ vi It represents the vertical stress on the reinforcement of the i-th layer in the superstructure outside the critical failure surface, i.e. (i-0.5)S V γ; σ vj represents the vertical stress on the j-th layer of reinforcement in the lower structure outside the critical failure surface, and σ vj =[H p +(j-1)S V ]γ.

[0026] The number of reinforced layers of the upper structure in step 2 is n p , the number of reinforced layers of the lower structure is n d When , use formula (9) and formula (10) to calculate the length L of the reinforcement material of the i-th layer in the upper structure respectively pnpi The length L of the j-th layer of reinforcement in the lower structuredndj :

[0027] L pnpi =L pnpSi +L pnpEi i=1,2,...,n p (9)

[0028] L dndj =L dndSj +L dndEj j=1,2,...,n d (10)

[0029] Determine the number of reinforcement layers of the superstructure as n p The maximum reinforcement length L pmaxnp =max{L pnp1 ,L pnp2 ,...,L pnpi ,...,L pnpnp}, with the maximum reinforcement length L pmaxnp A parallel line is drawn from the rightmost end of the corresponding reinforcement layer and is parallel to the wall surface of the upper structure, so that the area between the parallel line and the wall surface of the upper structure is used as the reinforcement area of the upper structure;

[0030] Calculate the amount of reinforcement L for the upper structure Gpnp =n p L pmaxnp ; Calculate the area S of the reinforced area of the superstructure pnp =H p L pmaxnp , thus obtaining the upper structure filler dosage M pnp =γS pnp ;

[0031] Determine the number of reinforcement layers of the lower structure as n d The maximum reinforcement length L dmaxnd =max{L dnd1 ,L dnd2 ,...,L dndj ,...,L dndnd}, with the maximum reinforcement length L dmaxnd A parallel line is drawn at the rightmost end of the corresponding reinforcement layer, which is parallel to the slope of the lower structure. The area between the parallel line and the slope of the lower structure is used as the reinforcement area of the lower structure.

[0032] Calculate the amount of reinforcement material L for the lower structure Gdnd =n d L dmaxnd ; Calculate the area S of the reinforced area of the lower structure dnd =H d L dmaxnd , thus obtaining the lower layer structure filler dosage Mdnd =γS dnd .

[0033] The number of reinforced layers of the upper structure in step 3 is n p , the number of reinforced layers of the lower structure is n d When the carbon emission of the reinforcement and filler used in the double-stage non-step reinforced soil structure is calculated using formula (11) and formula (12), the carbon emission C GRnpnd with C GFnpnd , thus obtaining the total carbon emissions C Gnpnd =C GRnpnd +C GFnpnd ;

[0034] C GRnpnd =c GR ×(L Gpnp +L Gdnd ) (11)

[0035] C GFnpnd =c GF ×(M pnp +M dnd ) (12)

[0036] In formula (11) and formula (12): c GR represents the carbon emission per unit of reinforcement; c GF Indicates the carbon emissions per unit of filler.

[0037] An electronic device of the present invention includes a memory and a processor, and is characterized in that the memory is used to store a program that supports the processor to execute any of the methods for setting the heights of the upper and lower structures, and the processor is configured to execute the program stored in the memory.

[0038] The present invention provides a computer-readable storage medium, wherein a computer program is stored on the computer-readable storage medium. The characteristic of the computer program is that when the computer program is run by a processor, the steps of any of the methods for setting the heights of the upper and lower structures are executed.

[0039] Compared with the prior art, the present invention has the following beneficial effects:

[0040] 1. The traditional single-stage reinforced earth retaining wall is prone to panel deformation and construction difficulties as the height increases. After the grading treatment, there will be problems with the reasonable setting of the step width between the two-level structures. The two-stage stepless reinforced earth structure of the present invention reduces the slope deformation of the lower structure as the height increases by reducing the inclination angle of the lower structure, thereby eliminating the need to resort to the step setting method. This effectively solves or avoids the shortcomings of the above two structures.

[0041] 2. Currently, there are no strict design specifications for the specific design methods of two-stage stepless reinforced earth structures at home and abroad. Therefore, the present invention takes the lowest total carbon emissions generated by the reinforced earth structure design as the design goal. Under the premise of ensuring the safe design of the two-stage stepless reinforced earth structure, it can reduce the use of reinforcement materials and fillers required for construction, while reducing total carbon emissions, making this type of structural design more energy-saving and environmentally friendly.

[0042] 3. The present invention can calculate the total reinforcement tension required for the upper and lower structures according to formulas (1) and (2); secondly, according to formulas (3) and (4), the maximum reinforcement tension required for each layer in the upper and lower structures can be calculated, thereby obtaining the maximum reinforcement tension required for each layer in the upper and lower structures and determining the position of the critical failure surface at the same time, so that the two-stage non-step reinforced soil structure can meet the requirements of safety design.

[0043] 4. After calculating the maximum reinforcement tension required for each layer in the upper and lower structures, the present invention calculates the reinforcement length of each layer of the upper and lower structures inside and outside the critical failure surface according to formulas (5), (6), (7) and (8), and then determines the reinforcement length of each layer and the maximum reinforcement length of the upper and lower structures according to formulas (9) and (10). Because the effect of the safety factor is taken into account when calculating the reinforcement length of each layer of the upper and lower structures outside the critical failure surface, the specific value of the safety factor can be set according to specific working conditions to ensure the stability of the two-stage stepless reinforced soil structure in actual operation.

[0044] 5. After calculating the maximum reinforcement length of each layer of the upper and lower structures, the present invention can calculate the reinforced area of the upper and lower structures, thereby calculating the filler consumption of the upper and lower structures according to the filler consumption required per unit area, and then calculating the total carbon emissions of the reinforcement and filler used in the two-stage stepless reinforced earth structure according to formulas (11) and (12). The reinforcement area is determined based on the maximum reinforcement length of each layer of the upper and lower structures. Firstly, it is convenient for construction operations, and secondly, it can provide a certain safety margin. At the same time, considering the carbon emissions of the reinforcement and filler used can make the material selection process more energy-saving and environmentally friendly.

[0045] 6. The design goal of the present invention is to minimize the total carbon emissions generated when the upper and lower structure heights of the two-stage stepless reinforced earth structure are set. Therefore, it is necessary to calculate the optimal number of upper and lower structure layers to achieve the design goal of minimizing total carbon emissions. The total carbon emissions under different numbers of upper and lower structure reinforcement layers are calculated, and finally the optimal upper and lower structure setting scheme is obtained, so that the structural design is more green and environmentally friendly. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] Figure 1 This is a flow chart of a method for setting the height of the upper and lower structures of a two-stage stepless reinforced earth structure according to the present invention;

[0047] Figure 2 This is a force analysis diagram used by the present invention to calculate the total reinforcement tension required for the upper and lower structures;

[0048] Figure 3 This is a schematic diagram of the present invention for determining the maximum reinforcement tension required for each layer in the upper and lower structures;

[0049] Figure 4 This is a schematic diagram of the present invention for calculating the required reinforcement length inside and outside the critical failure surface of each layer in the upper and lower layer structures. DETAILED DESCRIPTION

[0050] In this embodiment, a method for setting the height of the upper and lower structures of a two-stage non-step reinforced soil structure is provided. Figure 1 As shown, the steps include:

[0051] Step 0: Before the calculation begins, it is necessary to first determine the construction height H of the double-stage non-step reinforced soil structure, the equivalent reinforced soil slope angle α, and the vertical spacing S between two adjacent reinforced layers. V Then select the filler and reinforcement type and determine the filler internal friction angle φ, reinforcement-soil interface friction coefficient F*, filler density γ and other physical and mechanical parameters; calculate the total number of reinforcement layers required for the two-stage non-step reinforced soil structure. That is, round up the quotient; when the number of reinforced layers of the upper structure is n p , the number of reinforced layers of the lower structure is n d When n G =n p +n d .

[0052] According to the site conditions, the height of the double-stage non-step reinforced soil structure H = 6m; the equivalent reinforced soil slope angle α = 60°; the vertical spacing S between adjacent reinforced layers V =0.6m, number of reinforcement layers n G =10; the filler is gravel soil, the internal friction angle φ = 35°, the gravity γ = 20kN / m 3 , and the weight of the upper structure wall is equal to γ; the reinforcement material is warp-knitted polyester geogrid, and the friction coefficient of the reinforcement-soil interface F*=0.7; the unit carbon emission of the geogrid is c GR =0.433kg / m 2 , the unit carbon emission of filler c GF =3.100kg / t.

[0053] Step 1: Determine the number of reinforced layers in the upper structure of the double-stage non-step reinforced soil structure as n p , the number of reinforced layers of the lower structure is n d When the number of reinforced layers in the upper structure is n, use formula (1) and formula (2) to calculate p, the number of reinforced layers of the lower structure is n d When the total reinforcement tension T required for the superstructure pnp , Total reinforcement tension T required for the lower structure dnd and the critical failure surface among all potential failure surfaces, and thus the maximum reinforcement tension required for each layer in the upper and lower structures can be calculated using equations (3) and (4) respectively;

[0054]

[0055]

[0056] In formula (1) and formula (2), A1 represents a constant calculated by the intersection of the potential failure surface with the toe and top of the superstructure wall, and A1 = H p / [exp(-Ψβ 11 )cosβ 11 -exp(-Ψβ 21 )cosβ 21 ], β 11 represents the angle between the potential failure surface and the toe of the superstructure wall in polar coordinates, β 21 represents the angle between the intersection of the potential failure surface and the top of the superstructure in polar coordinates, β′ represents the angle of any position on the potential failure surface in polar coordinates, γ represents the packing density, φ represents the packing internal friction angle, and Ψ = tanφ; H p represents the height of the superstructure, and H p =n p S V , S V Indicates the vertical spacing between two adjacent reinforced layers; D p Indicates the position of action of the total reinforcement tension required for the superstructure, and D p =H p / 3; A represents a constant calculated from the intersection of the potential failure surface with the toe of the lower structure and the top of the superstructure, and A=H / [exp(-Ψβ1)cosβ1-exp(-Ψβ2)cosβ2], β1 represents the angle of the intersection of the potential failure surface and the toe of the lower structure in polar coordinates, β2 represents the angle of the intersection of the potential failure surface and the top of the superstructure in polar coordinates, and β represents the angle of any position on the potential failure surface in polar coordinates; α represents the equivalent reinforced soil slope angle, H represents the height of the two-stage non-step reinforced soil structure, and H=H p +H d , H d Indicates the height of the lower structure; D d Indicates the position of the total reinforcement tension required for the lower structure, D d =H d / 2.

[0057] according to Figure 2 The force analysis diagram of the total reinforcement tension required for the upper and lower structures is shown. After multiple calculations, it can be determined that when the number of reinforcement layers of the upper structure is 1 and the number of reinforcement layers of the lower structure is 9, the total reinforcement tension value T required for the upper structure is p1 =0.976kN / m, the total reinforcement tension required for the lower structure is T d1 =34.957kN / m. At the same time, the critical failure surface position is determined.

[0058] The maximum tensile strength of the reinforcement required for the i-th layer in the superstructure is T pmaxi The maximum tensile strength T required for each layer of the lower structure dmaxnd As shown in formula (3) and formula (4):

[0059]

[0060]

[0061] according to Figure 2 and Figure 3 As shown in the figure, the total reinforcement tension value T required for the superstructure calculated by formula (1) and formula (2) is p1 =0.976kN / m, the total reinforcement tension required for the lower structure is T d1 =34.957kN / m, and then use formula (3) and formula (4) to calculate the maximum tensile force T required for each layer of the upper structure when the number of reinforced layers of the upper structure is 1 and the number of reinforced layers of the lower structure is 9. pmax1 =T p1 =0.976kN / m, the maximum tensile force required for each layer of the lower structure

[0062] Step 2: Determine the number of reinforcement layers in the upper structure as n p , the number of reinforced layers of the lower structure is n d When , use equations (5) and (7) to calculate the reinforcement length L of each layer in the critical failure surface of the superstructure pnpS and the reinforcement length L outside the critical failure surface pnpE , using formula (6) and formula (8) to calculate the reinforcement length L of each layer in the critical failure surface of the lower structure dndS and the reinforcement length L outside the critical failure surface dndE , thereby determining the maximum reinforcement length and reinforcement area of the upper and lower structures respectively, and calculating the required reinforcement length and filler amount;

[0063] The length of reinforcement L in the critical failure surface of the i-th layer of the superstructure pnpSi The length L of the reinforcement in the jth layer of the lower structure within the critical failure surface dndSj As shown in formula (5) and formula (6):

[0064] L pnpSi =X i -H d cotω i=1,2,...,n p (5)

[0065] L dndSj =X j -[H d -(j-1)S V ]cotω j=1,2,...,n d (6)

[0066] In formula (5) and formula (6), X i represents the horizontal coordinate value of the intersection point between the i-th layer reinforcement and the critical failure surface in the superstructure, X j represents the abscissa value of the intersection of the j-th layer of reinforcement and the critical failure surface in the lower structure, and ω represents the slope angle of the lower structure.

[0067] According to formula (5) and formula (6) and Figure 4 As shown, by substituting the actual parameter values, it can be calculated that when the number of reinforcement layers of the upper structure is 1 and the number of reinforcement layers of the lower structure is 9, the reinforcement length L of the upper structure within the critical failure surface is p1S1 The length of the reinforcement L in the critical failure surface of the underlying structure d9S1 , L d9S2 ,...,L d9S9 :

[0068] L p1S1 =1.304m;

[0069] L d9S1 =1.235m;

[0070] L d9S2 =1.434m;

[0071] L d9S3 =1.569m;

[0072] L d9S4 =1.638m;

[0073] L d9S5 =1.635m;

[0074] L d9S6 =1.551m;

[0075] L d9S7 =1.374m;

[0076] L d9S8 =1.083m;

[0077] L d9S9 =0.645m.

[0078] The number of reinforced layers of the superstructure is n p , the number of reinforced layers of the lower structure is n d When the length of the reinforcement material L of the i-th layer outside the critical failure surface in the superstructure is pnpEi The length L of the reinforcement outside the critical failure surface of the jth layer in the lower structure dndEj As shown in formula (7) and formula (8)

[0079]

[0080]

[0081] In formula (7) and formula (8), α0 represents the nonlinear distribution effect coefficient considering the interaction between reinforcement and filler; R C represents the reinforcement coverage; C represents the effective perimeter of the reinforcement; F S represents the safety factor; σ vi It represents the vertical stress on the reinforcement of the i-th layer in the superstructure outside the critical failure surface, i.e. (i-0.5)S V γ; σ vj represents the vertical stress on the j-th layer of reinforcement in the lower structure outside the critical failure surface, σ vj =[H p +(j-1)S V ]γ. From the perspective of safety design, when L pnpEi or L dndEj When the value of is less than 1.0m, their values are all taken as 1.0m.

[0082] According to formula (7) and formula (8) and Figure 4 As shown, when the actual parameter values are entered, when the reinforcement material is geogrid, α0 is taken as 0.8, R C Take 1.0, C takes 2.0, F S Taking 1.3, we can calculate that when the number of reinforcement layers of the upper structure is 1 and the number of reinforcement layers of the lower structure is 9, the reinforcement length L of the upper structure outside the critical failure surface is pnpE1 The length of the reinforcement outside the critical failure surface of the underlying structure L d9E1 , L d9E2 ,...,L d9E9 :

[0083] L p1E1 =0.189m<1.0m, so take L p1E1 =1.0m;

[0084] L d9E1 =0.376m<1.0m, so take L d9E1=1.0m;

[0085] L d9E2 =0.188m<1.0m, so take L d9E2 =1.0m;

[0086] L d9E3 =0.125m<1.0m, so take L d9E3 =1.0m;

[0087] L d9E4 =0.094m<1.0m, so take L d9E4 =1.0m;

[0088] L d9E5 =0.075m<1.0m, so take L d9E5 =1.0m;

[0089] L d9E6 =0.155m<1.0m, so take L d9E6 =1.0m;

[0090] L d9E7 =0.350m<1.0m, so take L d9E7 =1.0m;

[0091] L d9E8 =0.670m<1.0m, so take L d9E8 =1.0m;

[0092] L d9E9 =1.168m>1.0m, so take L d9E9 =1.168m.

[0093] Calculate the length L of the reinforcement of the i-th layer in the upper structure using equations (9) and (10) respectively: pnpi The length L of the j-th layer of reinforcement in the lower structure dndj :

[0094] L pnpi =L pnpSi +L pnpEi i=1,2,...,n p (9)

[0095] L dndj =L dndSj +L dndEj j=1,2,...,n d (10)

[0096] Determine the number of reinforcement layers of the superstructure as n p The maximum reinforcement length L pmaxnp =max{Lpnp1 ,L pnp2 ,...,L pnpi ,...,L pnpnp}, with the maximum reinforcement length L pmaxnp A parallel line is drawn from the rightmost end of the corresponding reinforcement layer and is parallel to the wall surface of the upper structure, so that the area between the parallel line and the wall surface of the upper structure is used as the reinforcement area of the upper structure;

[0097] Calculate the amount of reinforcement L for the upper structure Gpnp =n p L pmaxnp ; Calculate the area S of the reinforced area of the superstructure pnp =H p L pmaxnp , so the amount of filler in the upper structure M pnp =γS pnp ;

[0098] Determine the number of reinforcement layers of the lower structure as n d The maximum reinforcement length L dmaxnd =max{L dnd1 ,L dnd2 ,...,L dndj ,...,L dndnd}, with the maximum reinforcement length L dmaxnd A parallel line is drawn at the rightmost end of the corresponding reinforcement layer, which is parallel to the slope of the lower structure. The area between the parallel line and the slope of the lower structure is used as the reinforcement area of the lower structure.

[0099] Calculate the amount of reinforcement material L for the lower structure Gdnd =n d L dmaxnd ; Calculate the area S of the reinforced area of the lower structure dnd =H d L dmaxnd , so the amount of filler in the lower structure M dnd =γS dnd .

[0100] According to formula (9) and formula (10) and by substituting actual parameter values, the upper structure reinforcement length L is calculated when the number of reinforcement layers of the upper structure is 1 and the number of reinforcement layers of the lower structure is 9. p11 =L p1S1 +L p1E1 (2.304m) and the length of the lower structure reinforcement L d91 =L d9S1 +L d9E1 , L d9d2 =L d9S2 +L d9E2 ,...,L d99 =L d9S9 +Ld9E9 , that is, 2.235m, 2.434m, 2.569m, 2.638m, 2.635m, 2.551m, 2.374m, 2.083m, 1.812m; at the same time, when the number of reinforcement layers of the upper structure is 1 and the number of reinforcement layers of the lower structure is 9, the maximum reinforcement length of the upper structure is L pmax1 =max{L p11}=L p11 =2.304m and the maximum reinforcement length of the lower structure is L dmax9 =max{L d91 ,L d92 ,...,L d99}=L d94 =2.638m; further superstructure with L p11 The rightmost end of the reinforced layer is parallel to the upper structure wall to determine the upper structure reinforcement area, and the lower structure is L d94 Draw a parallel line to the slope of the lower structure at the rightmost end of the reinforced layer to determine the reinforced area of the lower structure; finally calculate the reinforcement material consumption L of the upper structure Gp1 =n p ×L pmax1 =1×2.304=2.304m and filler dosage M p1 =γS p1 =γH p1 L pmax1 = 27.653t / m and the amount of reinforcement for the lower structure L Gd9 =n d ×L dmax9 =9×2.638=23.742m and filler dosage M d9 =γS d9 =γH d9 L dmax9 =284.930t / m; the final calculation results show that the total amount of reinforcement required is (L Gp1 +L Gd9 )=26.046m and the total amount of filler required is (M p1 +M d9 )=312.583t / m。

[0101] Step 3: Determine the number of reinforcement layers in the upper structure as n p , the number of reinforced layers of the lower structure is n d Calculate the total carbon emissions C of the reinforcement and filler used in the double-stage non-step reinforced soil structure. Gnpnd =C GRnpnd +C GFnpnd ; Among them, the carbon emissions C of reinforcement and filler are calculated using formula (11) and formula (12) respectively GRnpnd with C GFnpnd :

[0102] C GRnpnd =c GR ×(L Gpnp +L Gdnd ) (11)

[0103] C GFnpnd =c GF ×(M pnp +M dnd ) (12)

[0104] In formula (11) and formula (12): c GR represents the carbon emission per unit of reinforcement; c GF Indicates the carbon emissions per unit of filler.

[0105] According to formula (11) and formula (12) and by substituting actual parameter values, the carbon emission C of the reinforcement and filler used is calculated: GR19 =c GR ×(L Gp1 +L Gd9 )=11.279kg / m and C GF19 =c GF ×(M p1 +M d9 )=969.007kg / m; finally, the total carbon emission of the required reinforcement and filler is obtained C G19 =C GR19 +C GF19 =980.286kg / m.

[0106] Step 4: When the total number of reinforcement layers is constant and T dnd >0, calculate the total carbon emissions of reinforcement and filler usage under different numbers of reinforcement layers of the upper and lower structures according to the process of steps 1 to 3, and take the upper and lower structure heights with the minimum total carbon emissions as the optimal heights.

[0107] When the total number of reinforcement layers is constant and T dnd When >0, the total carbon emissions of reinforcement materials and fillers under different numbers of reinforcement layers of the upper and lower structures are calculated according to the above process, and the upper and lower structure heights with the minimum total carbon emissions are taken as the optimal heights.

[0108] When the number of reinforced layers of the upper structure is 2 and the number of reinforced layers of the lower structure is 8, repeat the above steps to calculate C G28 =961.238kg / m; when the number of reinforced layers of the upper structure is 7 and the number of reinforced layers of the lower structure is 3, T d3 =0, stop calculating; at this time, the calculated total carbon emissions are C G37 =943.150kg / m, C G46=932.275kg / m, C G55 =948.116kg / m, C G64 =1008.797kg / m; determine the minimum total carbon emissions to be C G46 At this time, the number of reinforcement layers of the upper structure is 4 and the number of reinforcement layers of the lower structure is 6, that is, the height of the upper structure is 2.4m and the height of the lower structure is 3.6m.

[0109] Therefore, according to the method of the present invention, the optimal settings for the upper and lower layer heights of the two-stage non-step reinforced earth structure in the implementation case are calculated as follows: the upper structure height is 2.4m, and the lower structure height is 3.6m.

[0110] In this embodiment, an electronic device includes a memory and a processor, wherein the memory is used to store a program that supports the processor to execute the above method, and the processor is configured to execute the program stored in the memory.

[0111] In this embodiment, a computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the steps of the above method are executed.

Claims

1. A method for setting the height of the upper and lower structures of a two-stage stepless reinforced soil structure, characterized in that: The following steps are involved: Step 1: Determine the number of reinforced layers in the upper structure of the double-stage non-step reinforced soil structure as n p , the number of reinforced layers of the lower structure is n d When the total reinforcement tension T required for the superstructure pnp , Total reinforcement tension T required for the lower structure dnd and the critical failure surface among all potential failure surfaces, thereby calculating the maximum reinforcement tension required for each layer in the upper and lower structures; Step 2: Determine the number of reinforcement layers in the upper structure as n p , the number of reinforced layers of the lower structure is n d When the reinforcement length L of each layer in the superstructure within the critical failure surface is pnpS and the reinforcement length L outside the critical failure surface pnpE , the length of reinforcement L in each layer of the lower structure within the critical failure surface dndS and the reinforcement length L outside the critical failure surface dndE , thereby determining the maximum reinforcement length and reinforcement area of the upper and lower structures, and calculating the required reinforcement length and filler amount; Step 3: Determine the number of reinforcement layers in the upper structure as n p , the number of reinforced layers of the lower structure is n d Total carbon emissions of reinforcement and filler usage; Step 4: When the total number of reinforcement layers is constant and T dnd >0, calculate the total carbon emissions of reinforcement and filler usage under different numbers of reinforcement layers of the upper and lower structures according to the process of steps 1 to 3, and take the upper and lower structure heights with the minimum total carbon emissions as the optimal heights.

2. The method for setting the height of the upper and lower structures according to claim 1, characterized in that: In step 1, the number of reinforced layers in the upper structure is calculated using formula (1) and formula (2). p , the number of reinforced layers of the lower structure is n d When the total reinforcement tension T required for the superstructure pnp Total reinforcement tension T required for the lower structure dnd : In formula (1) and formula (2), A1 represents a constant calculated by the intersection of the potential failure surface with the toe and top of the superstructure wall, and A1 = H p / [exp(-Ψβ 11 )cosβ 11 -exp(-Ψβ 21 )cosβ 21 ], β 11 represents the angle between the potential failure surface and the toe of the superstructure wall in polar coordinates, β 21 represents the angle between the intersection of the potential failure surface and the top of the superstructure in polar coordinates, β′ represents the angle of any position on the potential failure surface in polar coordinates, γ represents the packing density, φ represents the packing internal friction angle, and Ψ = tanφ; H p represents the height of the superstructure, and H p =n p S V , S V Indicates the vertical spacing between two adjacent reinforced layers; D p Indicates the position of action of the total reinforcement tension required for the superstructure, and D p =H p / 3; A represents a constant calculated from the intersection of the potential failure surface with the toe of the lower structure and the top of the superstructure, and A=H / [exp(-Ψβ1)cosβ1-exp(-Ψβ2)cosβ2], β1 represents the angle of the intersection of the potential failure surface and the toe of the lower structure in polar coordinates, β2 represents the angle of the intersection of the potential failure surface and the top of the superstructure in polar coordinates, and β represents the angle of any position on the potential failure surface in polar coordinates; α represents the equivalent reinforced soil slope angle, H represents the height of the two-stage non-step reinforced soil structure, and H=H p +H d , H d Indicates the height of the lower structure; D d Indicates the position of the total reinforcement tension required for the lower structure, D d =H d / 2.

3. The method for setting the height of the upper and lower structures according to claim 1, characterized in that: The number of reinforced layers of the upper structure in step 1 is n p , the number of reinforced layers of the lower structure is n d When , use formula (3) and formula (4) to calculate the maximum tensile force T of the reinforcement required for the i-th layer in the upper structure. pmaxi The maximum tensile strength T required for each layer of the lower structure dmaxnd :

4. The method for setting the height of the upper and lower structures according to claim 2, characterized in that: The number of reinforced layers of the upper structure in step 2 is n p , the number of reinforced layers of the lower structure is n d When , the length L of the reinforcement in the critical failure surface of the i-th layer in the superstructure is calculated using formula (5) and formula (6) respectively pnpSi The length L of the reinforcement in the jth layer of the lower structure within the critical failure surface dndSj : L pnpSi =X i -H d cotω i=1,2,...,n p (5) L dndSj =X j -[H d -(j-1)S V ]cotω j=1,2,...,n d (6) In formula (5) and formula (6), X i represents the horizontal coordinate value of the intersection point between the i-th layer reinforcement and the critical failure surface in the superstructure, X j represents the abscissa value of the intersection of the j-th layer of reinforcement and the critical failure surface in the lower structure, and ω represents the slope angle of the lower structure; The number of reinforced layers of the upper structure is calculated using formula (7) and formula (8) as n. p , the number of reinforced layers of the lower structure is n d When the length of the reinforcement material L of the i-th layer outside the critical failure surface in the superstructure is pnpEi The length L of the reinforcement outside the critical failure surface of the jth layer in the lower structure dndEj : In formula (7) and formula (8), α0 represents the nonlinear distribution effect coefficient considering the interaction between reinforcement and filler; R C represents the reinforcement coverage; C represents the effective perimeter of the reinforcement; F S represents the safety factor; σ vi It represents the vertical stress on the reinforcement of the i-th layer in the superstructure outside the critical failure surface, i.e. (i-0.5)S V γ; σ vj represents the vertical stress on the j-th layer of reinforcement in the lower structure outside the critical failure surface, and σ vj =[H p +(j-1)S V ]γ.

5. The method for setting the height of the upper and lower structures according to claim 4, characterized in that: The number of reinforced layers of the upper structure in step 2 is n p , the number of reinforced layers of the lower structure is n d When , use formula (9) and formula (10) to calculate the length L of the reinforcement material of the i-th layer in the upper structure respectively pnpi The length L of the j-th layer of reinforcement in the lower structure dndj : L pnpi =L pnpSi +L pnpEi i=1,2,...,n p (9) L dndj =L dndSj +L dndEj j=1,2,...,n d (10) Determine the number of reinforcement layers of the superstructure as n p The maximum reinforcement length L pmaxnp =max{L pnp1 ,L pnp2 ,...,L pnpi ,...,L pnpnp }, with the maximum reinforcement length L pmaxnp A parallel line is drawn from the rightmost end of the corresponding reinforcement layer and is parallel to the wall surface of the upper structure, so that the area between the parallel line and the wall surface of the upper structure is used as the reinforcement area of the upper structure; Calculate the amount of reinforcement L for the upper structure Gpnp =n p L pmaxnp ; Calculate the area S of the reinforced area of the superstructure pnp =H p L pmaxnp , thus obtaining the upper structure filler dosage M pnp =γS pnp ; Determine the number of reinforcement layers of the lower structure as n d The maximum reinforcement length L dmaxnd =max{L dnd1 ,L dnd2 ,...,L dndj ,...,L dndnd }, with the maximum reinforcement length L dmaxnd A parallel line is drawn at the rightmost end of the corresponding reinforcement layer, which is parallel to the slope of the lower structure. The area between the parallel line and the slope of the lower structure is used as the reinforcement area of the lower structure. Calculate the amount of reinforcement material L for the lower structure Gdnd =n d L dmaxnd ; Calculate the area S of the reinforced area of the lower structure dnd =H d L dmaxnd , thus obtaining the lower layer structure filler dosage M dnd =γS dnd .

6. The method for setting the height of upper and lower structures according to claim 1, characterized in that: The number of reinforced layers of the upper structure in step 3 is n p , the number of reinforced layers of the lower structure is n d When the carbon emission of the reinforcement and filler used in the double-stage non-step reinforced soil structure is calculated using formula (11) and formula (12), the carbon emission C GRnpnd with C GFnpnd , thus obtaining the total carbon emissions C Gnpnd =C GRnpnd +C GFnpnd ; C GRnpnd =c GR ×(L Gpnp +L Gdnd ) (11) C GFnpnd =c GF ×(M pnp +M dnd ) (12) In formula (11) and formula (12): c GR represents the carbon emission per unit of reinforcement; c GF Indicates the carbon emissions per unit of filler.

7. An electronic device comprising a memory and a processor, characterized in that: The memory is used to store a program that supports the processor to execute the method for setting the height of the upper and lower structures as described in any one of claims 1 to 6, and the processor is configured to execute the program stored in the memory.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps of the method for setting the height of the upper and lower structures according to any one of claims 1 to 6 are executed.

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