Single-chamber grating type diaphragm wall foundation circulation p-y curve construction method considering multiple factors and different soil properties

Abstract

The invention discloses a single-chamber grating type diaphragm wall foundation circulation p-y curve construction method considering multiple factors and different soil properties, and the method fully considers the characteristics of a single-chamber grating type diaphragm wall foundation. The method comprises the following steps of: respectively considering the reduction of limit soil reaction force, curve stiffness parameters and initial foundation reaction modulus under the influence of cycle index, foundation section calculation size and depth in two types of soil bodies, and establishing a p-y curve method for the cycle load of the single-chamber grating diaphragm wall foundation calculated by a soil reaction force limit value and curve stiffness by adopting a Tanh function; according to the cyclic p-y curve calculation method provided by the invention, two soil bodies with different soil properties, namely cohesive soil and sandy soil, are considered, meanwhile, the influence of the foundation section calculation size, depth and cyclic load action times is considered, the applicability is high, and the extreme soil reaction and curve stiffness parameter calculation method is simple and effective, and is suitable for large-scale popularization and application. And the design and construction of the single-room wall foundation can be effectively guided.

Description

Technical Field

[0001] The present invention relates to the technical field of foundation engineering, and particularly relates to a method for constructing a cyclic p-y curve of a single-chamber grid-type diaphragm wall foundation considering multiple factors and different soil properties. Background Art

[0002] The grid-type diaphragm wall foundation is an underground continuous wall system formed by connecting the surrounding walls and the internal walls through rigid joints to form a closed cell structure. Compared with traditional deep foundation structural forms (such as: pile foundations, caisson foundations), this type of foundation structure has higher overall stiffness and can more effectively resist the horizontal load from the side of the foundation. The grid-type diaphragm wall retains the original soil core soil inside the cell, enabling the wall and the soil core to jointly participate in bearing, forming a unified system of "wall-soil" collaborative work, and demonstrating a series of excellent engineering characteristics such as high stiffness, small horizontal deformation, high degree of construction mechanization, and high construction efficiency. It has been widely used in bridge foundation engineering. Internationally, especially in East Asia, the single-chamber grid-type diaphragm wall foundation has been successfully applied to multiple major engineering projects. In China, this structure has been introduced into multiple deep-water bridge projects including the Shenzhen-Zhongshan Link and the Runyang Bridge, and is used as an anchor foundation to bear the huge horizontal component force generated by the main cable, showing good engineering adaptability and stability.

[0003] On the other hand, as an important theoretical tool reflecting the non-linear characteristics of pile-soil interaction, the cyclic load p-y curve has been widely used in the dynamic analysis and structural design of large-diameter monopile foundations for offshore wind power. It has significant advantages in describing the non-linear deformation characteristics of pile foundations under long-term repeated loads. With the development of long-span cross-sea bridge projects, the application of grid-type diaphragm walls as deep-water bridge foundations is increasing, and the environmental loads faced by the structure are becoming more complex. The cyclic load effect has become a key factor that cannot be ignored. Currently, there is still a lack of a systematic analysis model and prediction method for single-chamber grid-type diaphragm wall foundations under cyclic horizontal loads. If the p-y curve theory can be effectively introduced into this type of structural system to model and quantitatively predict its response characteristics under complex load environments, it will provide important theoretical support for structural safety assessment and optimal design, and has significant engineering application value and promotion prospects. Summary of the Invention

[0004] Aiming at the above gaps in the prior art, the purpose of the present invention is to provide a simple, accurate and fast p-y curve method for single-chamber grid-type diaphragm wall foundations, and to solve the deficiency in the existing technology of lacking research on the calculation of horizontal force displacement and soil pressure of grid-type diaphragm walls.

[0005] To achieve the above-mentioned object, the present invention adopts a technical solution: a method for constructing a cyclic py curve of a single-chamber grid-type diaphragm wall foundation considering multiple factors and different soil properties, comprising the following steps:

[0006] S1. Establish the relationship between the ultimate soil reaction force, curve stiffness parameter and the ratio of the initial foundation reaction modulus to the static calculated value after the first cycle in clay and sand respectively, and obtain the initial values of the control parameters of the cyclic loading py curve of the two types of soil;

[0007] S2. Determine the relationship between the ultimate soil reaction force after N cycles of grid-type diaphragm foundation in clay soil and the logarithm of the number of cycles, depth and foundation cross-sectional dimensions, and establish p u,c,N / p u,c,1 Composite functional relationship calculated by B3, z and lgN successively;

[0008] S3. Determine the curvilinear stiffness parameter λ after N cycles of the grid-type diaphragm wall foundation in clay soil 1,c The relationship between depth and λ 2,c Reference value, establish the λ under different cyclic load times 1,c The composite function relationship calculated by B3, lgN and z in sequence;

[0009] S4. Determine the relationship between the ultimate soil reaction force after N cycles of grid-type diaphragm foundation in sandy soil and the logarithm of the number of cycles, depth and foundation cross-sectional dimensions, and establish p u,s,N / p u,s,1 Composite functional relationship calculated by B3, z and lgN successively;

[0010] S5. Calculate the initial foundation reaction modulus of the grid-type diaphragm wall foundation in sandy soil after N cycles;

[0011] S6. The Tanh function is used to express the relationship between the soil reaction force p and the wall displacement y of the single-chamber grid-type diaphragm wall foundation under cyclic loading and the number of cycles in two types of soils.

[0012] S7. Establish theoretical calculation models for predicting the horizontal cyclic load response of single-chamber grid-type diaphragm wall foundations.

[0013] Furthermore, the step S1 is specifically as follows:

[0014] S1-1. Obtain the ultimate soil reaction force of the ground-connected wall foundation with different cross-sectional dimensions in clay soil after cyclic loading at different depths, compare it with the value of static loading, determine the relationship between the ratio of the two and the depth, and finally establish the p u,c,1 / p u,c The functional relationship with the depth z is given by the static limit soil reaction p u,c Calculate the ultimate soil reaction p after the first cycle u,c,1, p u,c,1 The initial value as one of the control parameters of the clay cyclic p-y curve;

[0015] S1-2. Obtain the soil reaction force value p of the diaphragm wall foundation with different cross-sectional dimensions in cohesive soil at different depths after one cycle of cyclic loading under small deformation conditions (1-2 mm) c,1 and its corresponding displacement y c,1 , calculate the initial stiffness k of the cyclic loading curve ini,c,1 = p c,1 / y c,1 , and compare it with the initial curve stiffness of static loading to judge the relationship between the ratio of the two and the depth. The stiffness control parameter λ of the p-y curve of cohesive soil after one cycle of cyclic loading 1,c and λ 2,c can be provided by static force according to the functional relationship between k ini,c,1 / k ini,c and the depth z;

[0016] S1-3. Obtain the ultimate soil reaction force value of the diaphragm wall foundation with different cross-sectional dimensions in sandy cohesive soil at different depths after one cycle of cyclic loading, compare it with the value of static loading, judge the relationship between the ratio of the two and the depth, and finally establish the functional relationship between p u,s,1 / p u,s and the depth z. Calculate the ultimate soil reaction force p after the first cycle from the static ultimate soil reaction force p u,s , p u,s,1 , p u,s,1 as the initial value of one of the control parameters of the sandy soil cyclic p-y curve;

[0017] S1-4. Obtain the soil reaction force value p of the diaphragm wall foundation with different cross-sectional dimensions in sandy soil at different depths after one cycle of cyclic loading under small deformation conditions (1-2 mm) s,1 and its corresponding displacement y s,1 , calculate the initial subgrade reaction modulus k of the cyclic loading curve ini,s,1 = p s,1 / y s,1 , and compare it with the initial subgrade reaction modulus k of static loading. Calculate the initial subgrade reaction modulus k after the first cycle from the static initial subgrade reaction modulus k ini,s , k ini,s calculate the initial subgrade reaction modulus k after the first cycle ini,s,1 , k ini,s,1 as the initial value of one of the control parameters of the sandy soil cyclic p-y curve.

[0018] Furthermore, the specific steps of step S2 are as follows:

[0019] S2-1. Plot the ultimate soil reaction force p of the single-chamber wall foundation with different cross-sectional dimensions in cohesive soil at different depths and different numbers of cycles u,c,N and the ultimate soil reaction force p of one cycleu,c,1 Curve of the ratio and the logarithm of the number of cycles N;

[0020] S2-2. Represent the trend of the ultimate soil reaction force of cohesive soil varying with the number of cycles by using a linear function with lgN as the independent variable:

[0021] f1(N,z,B3) = l cc,1 -l cc,2 ·lgN (1)

[0022] where: f1(N,z,B3) represents p u,c,N / p u,c,1 is a function of N, z, and B3, and l cc,1 and l cc,2 represent two intermediate linear functions used in the processing of cyclic load data. The subscript "cc" represents cyclic clay, and the subscripts "1" and "2" represent the numbers of the intermediate linear functions, both calculated from z and B3;

[0023] S2-3. Capture the variation relationship between 1-l cc,1 and the depth z, and establish the parameter l cc,1 calculated from the depth z:

[0024]

[0025] where: represents l cc,1 is a function of z and B3. B3 is the calculation scale of the grid-type diaphragm wall, and z is the depth. e cc,1 、e cc,2 and e cc,3 are three intermediate functions calculated from B3. The subscript "cc" represents cyclic clay, and the subscripts "1", "2", and "3" represent the numbers of the intermediate exponential functions;

[0026] S2-4. Capture the variation relationship between e cc,1 and the calculated size of the foundation section, and establish the parameter e cc,1 calculated from B3:

[0027]

[0028] where: represents e cc,1 is a function of B3. B3 is the calculated size of the grid-type diaphragm wall;

[0029] S2-5. Capture the variation relationship between e cc,2 and the calculated size of the foundation section, and establish the parameter e cc,2 calculated from B3:

[0030]

[0031] Wherein: represents e cc,2 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall;

[0032] S2 - 6. Capture the variation relationship between e cc,3 and the calculated dimension of the foundation section, and establish the parameter e calculated from B3 cc,3 :

[0033]

[0034] Wherein: represents e cc,3 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall;

[0035] S2 - 7. Integrate steps S2 - 4, S2 - 5, and S2 - 6 according to the required calculated dimension of the single - chamber diaphragm wall foundation section to calculate the intermediate function e cc,1 , e cc,2 and e cc,3 , and then calculate the parameter l from step S2 - 3 according to the required depth z cc,1 ;

[0036] S2 - 8. Capture the variation relationship between l cc,2 and the depth z, and establish the parameter l calculated from the depth z cc,2 :

[0037]

[0038] Wherein: represents l cc,2 is a function of z and B3, where B3 is the calculated dimension of the grid - type diaphragm wall, z is the depth, e cc,4 , e cc,5 and e cc,6 are 3 intermediate functions calculated from B3. The subscript "cc" represents cyclic clay, and the subscripts "4", "5", and "6" represent the numbers of the intermediate exponential functions;

[0039] S2 - 9. Capture the variation relationship between e cc,4 and the calculated dimension of the foundation section, and establish the parameter e calculated from B3 cc,4 :

[0040]

[0041] Wherein: represents e cc,4 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall;

[0042] S2 - 10. Capture e cc,5The variation relationship with the calculated size of the basic section, and establish the parameter e calculated from B3 cc,5 :

[0043]

[0044] Wherein: Represents e cc,5 Is a function of B3, and B3 is the calculated size of the grid-shaped diaphragm wall;

[0045] S2-11. Capture the variation relationship between e cc,6 And the calculated size of the basic section, and establish the parameter e calculated from B3 cc,6 :

[0046]

[0047] Wherein: Represents e cc,6 Is a function of B3, and B3 is the calculated size of the grid-shaped diaphragm wall;

[0048] S2-12. Integrate the intermediate function e calculated in steps S2-9, S2-10 and S2-11 according to the required calculated size of the single-chamber diaphragm wall foundation section cc,4 , e cc,5 And e cc,6 , and then calculate the parameter l according to the required depth z in step S2-8 cc,2 ;

[0049] S2-13. Combine step S2-7 and step S2-12 and substitute them into step S2-2 to calculate the ultimate soil reaction force of cohesive soil under different numbers of cycles.

[0050] Furthermore, the specific steps of step S3 are as follows:

[0051] S3-1. Obtain the best stiffness fitting values λ 1,c And λ 2,c Of the normalized p-y curve at different depths, number of cycles and calculated size of the wall section, and judge λ 1,c And λ 2,c Have the same increasing and decreasing trend on the stiffness of the p-y curve and the same contribution to the stiffness change;

[0052] S3-2. To facilitate data processing, reduce λ 1,c By 100 times. The influence of λ 2,c On the stiffness is greater than that of λ 1,c , and the accuracy is lower. Select λ 1,c As the main stiffness influence parameter, λ 2,c Is provided by λ2 of static loading, denoted as λ 2,ref ;

[0053] S3-3. Capture the variation relationship between λ2 and depth z, and establish a method for calculating parameter λ2 from depth z and cross-sectional dimension B3:

[0054]

[0055] Where: Indicates that λ2 is a function of z and B3, l sc,1 and l sc,2 are two parameters calculated from the calculated dimensions of the wall cross-section. The subscript "sc" represents static clay, and the subscripts "1" and "2" represent the parameter numbers of the linear function;

[0056] S3-4. Capture the variation relationship between parameters l sc,1 and l sc,2 and the calculated dimensions of the wall cross-section, and establish a calculation method:

[0057]

[0058] Where: and Indicate that l sc,1 and l sc,2 are functions of B3, where B3 is the calculated dimension of the wall cross-section;

[0059] S3-5. Substitute λ2 calculated in step S3-3 into S3-4 as the reference value λ 2,c of the stiffness parameter λ 2,ref of the p-y curve for cyclic loading of cohesive soil;

[0060] S3-6. Use λ 2,ref to replace λ 2,c in step S3-2, recalibrate to obtain a new λ 1,c , and establish the variation relationship of λ 1,c with depth under different numbers of cycles:

[0061]

[0062] Where: Indicates that λ 1,c is a function of z, N, and B3, e cc,7 , e cc,8 and e cc,9 represent three intermediate exponential functions used in the processing of cyclic loading data. The subscript "cc" represents cyclic clay, and the subscripts "7", "8", and "9" represent the numbers of the exponential function calculation parameters, calculated from N and B3;

[0063] S3-7. Capture the variation relationship between e cc,7 and the logarithm of the number of cycles lgN, and establish the parameter e cc,7 calculated from the number of cycles N:

[0064]

[0065] Among them: represents e cc,7 is a function of N and B3, where B3 is the grid - type diaphragm wall slide rule, N is the number of cycles, and e cc,7-1 and e cc,7-2 are two parameters calculated by B3. The subscript "cc" represents cyclic clay, and the subscripts "7 - 1" and "7 - 2" represent the numbers of the exponential - function calculation parameters, both calculated by B3;

[0066] S3 - 8, capture e cc,7-1 and e cc,7-2 with the change relationship of the calculated size of the foundation section, establish the parameters e cc,7-1 and e cc,7-2 calculated by B3:

[0067]

[0068] Among them: and represent e cc,7-1 and e cc,7-2 are functions of B3, where B3 is the calculated size of the wall section;

[0069] S3 - 9, capture e cc,8 with the change relationship of the logarithm of the number of cycles lgN, establish the parameter e cc,8 calculated by the number of cycles N:

[0070]

[0071] Among them: represents e cc,8 is a function of N and B3, where B3 is the grid - type diaphragm wall slide rule, N is the number of cycles, and e cc,8-1 and e cc,8-2 are two parameters calculated by B3. The subscript "cc" represents cyclic clay, and the subscripts "8 - 1" and "8 - 2" represent the numbers of the exponential - function calculation parameters, both calculated by B3;

[0072] S3 - 10, capture e cc,8-1 [[ID=6x]]and e cc,8-2 with the change relationship of the calculated size of the foundation section, establish the parameter e cc,8-1 and e cc,8-2 :

[0073]

[0074]

[0075] It should be noted that there is an unclear "6x" in the original text which is translated as "and e" tentatively. You may need to check and correct it according to the actual situation.in: and Indicates e cc,8-1 and e cc,8-2 It is a function of B3, which is the calculated size of the wall section;

[0076] S3-11, Capture e cc,9 The relationship between the change of the logarithm of the number of cycles lgN is established, and the parameter e calculated by the number of cycles N is established. cc,9 :

[0077]

[0078] in: Indicates e cc,9 is a function of N and B3, B3 is the grid-type ground-connected wall slide rule, N is the number of cycles, e cc,9-1 and e cc,9-2 are two parameters calculated by B3, the subscript “cc” indicates cyclic clay, and the subscripts “9-1” and “9-2” indicate the numbers of the exponential function calculation parameters, both of which are calculated by B3;

[0079] S3-12, Capture e cc,9-1 and e cc,9-2 The relationship between the change of the calculated size of the foundation section and the parameter e calculated by B3 is established. cc,9-1 and e cc,9-2 :

[0080]

[0081] in: and Indicates e cc,9-1 and e cc,9-2 It is a function of B3, which is the calculated size of the wall section;

[0082] S3-13, integrate steps S3-8, S3-10 and S3-12 and substitute them into steps S3-7, S3-9 and S3-11 respectively to calculate e cc,7 、e cc,8 and e cc,9 Then substitute into step S3-6 to calculate the stiffness parameter λ in the clay soil 1,c Variation with the number of cycles.

[0083] Furthermore, the step S4 is specifically as follows:

[0084] S4-1. Draw the ultimate soil reaction force p for different cycles at different depths and different cross-sectional dimensions of single-chamber wall foundations in sandy soil. u,s,N The ultimate soil reaction force p after one cycle u,s,1 The plot of the ratio and the logarithm of the number of cycles N;

[0085] S4-2. Represent the trend of the ultimate soil reaction force of sandy soil varying with the number of cycles using an exponential function with lgN as the independent variable:

[0086] f2(N,z,B3) = e cs,1 +e cs,2 ·e (-lgN / 2.04) (23)

[0087] where: f2(N,z,B3) represents p u,s,N / p u,s,1 which is a function of N, B3, and B3. e cs,1 and e cs,2 represent two intermediate functions using the exponential function during the processing of cyclic load data. The subscript "cs" represents cyclic sand, and the subscripts "1" and "2" represent the numbers of the intermediate exponential functions, both calculated from z and B3;

[0088] S4-3. Capture the variation relationship between e cs,1 and the depth z, and establish the intermediate function e cs,1 calculated from the depth z:

[0089]

[0090] where: represents that e cs,1 is a function of z and B3. B3 is the calculation scale of the grid - type diaphragm wall, z is the depth, p cs,1 and p cs,2 are two intermediate functions calculated from B3. The subscript "cs" represents cyclic sand, and the subscripts "1" and "2" represent the numbers of the exponential - function calculation parameters, both calculated from B3;

[0091] S4-4. Capture the variation relationship between p cs,1 and the calculated size of the foundation section, and establish the intermediate function pcs , 1 :

[0092]

[0093] where: represents that p cs,1 is a function of B3. B3 is the calculation size of the grid - type diaphragm wall;

[0094] S4-5. Capture the variation relationship between p cs,2 and the calculated size of the foundation section, and establish the intermediate function pcs , 2 :

[0095]

[0096] where: Represents p cs,2 Is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall

[0097] S4 - 6. Integrate steps S4 - 4 and S4 - 5 according to the calculated dimension of the required single - chamber diaphragm wall foundation section to calculate the intermediate function p cs,1 And p cs,2 , and then calculate the intermediate function e according to the required depth z from step S4 - 3 cs,1 ;

[0098] S4 - 7. Capture the variation relationship between e cs,2 And the depth z, and establish the intermediate function e calculated from the depth z cs,2 :

[0099]

[0100] Where: Represents e cs,2 Is a function of z and B3, where B3 is the calculated dimension of the grid - type diaphragm wall, z is the depth, p cs,3 And p cs,4 Are two intermediate functions calculated from B3. The subscript "cs" represents cyclic sand, and the subscripts "3" and "4" represent the numbers of the exponential - function calculation parameters, both calculated from B3

[0101] S4 - 8. Capture the variation relationship between p cs,3 And the calculated dimension of the foundation section, and establish the intermediate function pcs calculated from B3 , 3 :

[0102]

[0103] Where: Represents p cs,3 Is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall

[0104] S4 - 9. Capture the variation relationship between p cs,4 And the calculated dimension of the foundation section, and establish the intermediate function pcs calculated from B3 , 4 :

[0105]

[0106] Where: Represents p cs,4 Is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall

[0107] S4 - 10. Integrate steps S4 - 8 and S4 - 9 according to the calculated dimension of the required single - chamber diaphragm wall foundation section to calculate the intermediate function pcs,3 and p cs,4 , and then calculate the intermediate function e according to the required depth z of the design by step S4-7 cs,2 ;

[0108] S4-11. Combine step S4-6 and step S4-10 and substitute them into step S4-2 to calculate the ultimate soil reaction force of sandy soil under different numbers of cycles.

[0109] Furthermore, the specific steps of step S5 are as follows:

[0110] S5-1. Draw the curve of the initial foundation reaction modulus k of single-chamber wall foundations with different cross-sectional dimensions in sandy soil at different depths under different numbers of cycles ini,s,N changing with depth;

[0111] S5-2. Establish a linear calculation relationship with the static initial foundation reaction modulus k ini,s,N as the independent variable: ini,s

[0112]

[0113] Where: represents that k ini,s,N is a function of z, N, and B3, l cs,1 and l cs,2 represent two intermediate linear functions used in the processing of cyclic load data. The subscript "cs" represents cyclic sand, and the subscripts "1" and "2" represent the numbers of the intermediate linear functions, both calculated from N and B3;

[0114] S5-3. Capture the change relationship between l cs,1 and the logarithm of the number of cycles, and establish an intermediate function l cs,1 calculated from lgB:

[0115]

[0116] Where: represents that l cs,1 is a function of N and B3, B3 is the calculation scale of the grid-type diaphragm wall, N is the number of cycles, e cs,3 , e cs,4 and e cs,5 are three intermediate functions calculated from B3. The subscript "cs" represents cyclic sand, and the subscripts "3", "4", and "5" represent the numbers of the intermediate exponential functions;

[0117] S5-4. Capture the change relationship between e cs,3 and the calculated size of the foundation cross-section, and establish the parameter e cs,3 calculated from B3:

[0118] ​

[0119] Among them: represents e cs,3 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall;

[0120] S5 - 5. Capture the variation relationship between e cs,4 and the calculated dimension of the foundation section, and establish the parameter e calculated from B3 cs,4 :

[0121]

[0122] Among them: represents e cs,4 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall;

[0123] S5 - 6. Capture the variation relationship between e cs,5 and the calculated dimension of the foundation section, and establish the parameter e calculated from B3 cs,5 :

[0124]

[0125] Among them: represents e cs,5 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall;

[0126] S5 - 7. Integrate the intermediate functions e cs,3 , e cs,4 and e cs,5 calculated in steps S5 - 4, S5 - 5, and S5 - 6 according to the required calculated dimension of the single - chamber diaphragm wall foundation section, and then calculate the parameter l from step S5 - 3 according to the required depth z cs,1 ;

[0127] S5 - 8. Capture the variation relationship between l cs,2 and the logarithm of the number of cycles, and establish the intermediate function l calculated from lgN cs,2 :

[0128]

[0129] Among them: represents l cs,2 is a function of N and B3, where B3 is the calculated dimension of the grid - type diaphragm wall, N is the number of cycles, e cs,6 , e cs,7 and e cs,8 are three intermediate functions calculated from B3. The subscript "cs" represents cyclic sand, and the subscripts "6", "7", and "8" represent the numbers of the intermediate exponential functions;

[0130] S5 - 9. Capture ecs,6 The variation relationship with the calculated size of the foundation section, and establish the parameter e calculated by B3 cs,6 :

[0131]

[0132] Wherein: Represents e cs,6 Is a function of B3, and B3 is the calculated size of the grid-shaped diaphragm wall;

[0133] S5-10, capture e cs,7 The variation relationship with the calculated size of the foundation section, and establish the parameter e calculated by B3 cs,7 :

[0134]

[0135] Wherein: Represents e cs,7 Is a function of B3, and B3 is the calculated size of the grid-shaped diaphragm wall;

[0136] S5-11, capture e cs,8 The variation relationship with the calculated size of the foundation section, and establish the parameter e calculated by B3 cs,8 :

[0137]

[0138] Wherein: Represents e cs,8 Is a function of B3, and B3 is the calculated size of the grid-shaped diaphragm wall;

[0139] S5-12, according to the required calculated size of the single-chamber diaphragm wall foundation section, integrate the intermediate function e calculated in steps S5-9, S5-10 and S5-11 cs,6 , e cs,7 and e cs,8 , and then calculate the parameter l according to the required depth z by step S5-8 cs,2 ;

[0140] S5-13, combine step S5-7 and step S5-12 and substitute them into step S5-2 to calculate the initial subgrade reaction modulus of sandy soil under different numbers of cycles.

[0141] Furthermore, the specific steps of step S6 are as follows:

[0142] S6-1, using the Tanh function as the basic function model, establish the p-y curve of cyclic loading in cohesive soil:

[0143]

[0144] Where: p is the soil reaction force, y is the displacement, and p u is the curve limit value control parameter, and a and b are the curve slope control parameters;

[0145] S6-2. Using the Tanh function as the basic function model, establish the p-y curve for cyclic loading of a single-chamber wall in sandy soil:

[0146]

[0147] Where: p is the soil reaction force, y is the displacement, and p u is the curve limit value control parameter, and k ini is the initial slope control parameter of the curve.

[0148] Further, the specific steps of step S7 are as follows:

[0149] S7-1. Establish the calculation method of the p-y curve for horizontal cyclic loading of a single-chamber grid-type diaphragm wall foundation in cohesive soil:

[0150]

[0151] Where: p is the soil reaction force, y is the displacement, and p u,c,N is the cyclic ultimate soil reaction force of cohesive soil provided by claim 2, and λ 1,c and λ 2,c are the curve stiffness parameters provided by claim 3;

[0152] S7-2. Establish the calculation method of the p-y curve for horizontal cyclic loading of a single-chamber grid-type diaphragm wall foundation in sandy soil:

[0153]

[0154] Where: p is the soil reaction force, y is the displacement, and p u,s,N is the cyclic ultimate soil reaction force of sand provided by claim 4, and k ini,s,N is the initial foundation reaction modulus of sand during cyclic loading provided by claim 5, is the correction function of the initial foundation reaction modulus of sand,

[0155] In summary, the beneficial effects of the present invention are as follows:

[0156] (1). Based on the static p-y curve, considering the weakening of the soil under cyclic loading, optimizing the calculation of the ultimate soil reaction force and curve stiffness, it can quickly and accurately predict the soil reaction force around the wall and the wall displacement of a single-chamber grid-type diaphragm wall foundation under cyclic loading with fewer wall geometric parameters and soil property parameters, without complex engineering surveys, providing convenience for designers to select reasonable diaphragm wall foundation sizes and providing a scientific basis for construction;

[0157] (2) Compared with directly reducing the soil reaction force value in the traditional p-y curve, it can more accurately reflect the cyclic loading response of the single-chamber grid diaphragm wall foundation, precisely describe the relationship between foundation deformation and the growth of surrounding soil pressure, and provide a reference for the optimization of the diaphragm wall foundation;

[0158] (3) Using this method can effectively avoid overestimating the bearing performance of the foundation, save material usage in the design of the single-chamber grid diaphragm wall foundation under cyclic loading, and avoid the problem of insufficient design bearing performance. Description of the Drawings

[0159] Figure 1 It is a flow chart of a method for constructing a cyclic p-y curve of a single-chamber grid diaphragm wall foundation considering multiple factors and different soil properties according to the present invention;

[0160] Figure 2 It is the relationship between the cyclic load p-y curve and the number of cycles of the single-chamber grid diaphragm wall foundation according to the present invention;

[0161] Figure 3 It is a schematic diagram of the calculated cross-sectional dimensions of the single-chamber grid diaphragm wall foundation according to the present invention. Detailed Embodiment

[0162] The following describes the embodiments of the present invention in detail with reference to the drawings, so as to facilitate those skilled in the art to understand the present invention. However, it should be clear that the present invention is not limited to the scope of the specific embodiments. For those of ordinary skill in the art, as long as various changes are within the spirit and scope of the present invention defined and determined by the appended claims, these changes are obvious, and all inventions created using the concept of the present invention are within the scope of protection.

[0163] As Figure 1 shown, a method for constructing a cyclic p-y curve of a single-chamber grid diaphragm wall foundation considering multiple factors and different soil properties includes the following steps:

[0164] S1. Respectively establish the relationships between the ultimate soil reaction force, curve stiffness parameters, and the ratio of the initial foundation reaction modulus to the static calculation value after the first cycle in cohesive soil and sandy soil, and obtain the initial values of the control parameters of the cyclic loading p-y curves for the two types of soil masses

[0165] Obtain the ultimate soil reaction force values of the diaphragm wall foundation with different cross-sectional dimensions in cohesive soil after one cycle of cyclic loading at different depths, compare them with the values under static loading, judge the relationship between the ratio of the two and the depth, and finally establish the function relationship between p u,c,1 / p u,c and the depth z. Calculate the ultimate soil reaction force p u,c after the first cycle from the static ultimate soil reaction force p u,c,1 ,p u,c,1As the initial value of one of the control parameters of the clay cyclic p-y curve, as Figure 2 shown;

[0166] Obtain the soil reaction force value p c,1 and its corresponding displacement y c,1 of the diaphragm wall foundation with different cross-sectional sizes in cohesive soil after one cycle of cyclic loading at different depths under small deformation conditions (1-2 mm), and calculate the initial stiffness k ini,c,1 = p c,1 / y c,1 of the cyclic loading curve, as Figure 2 shown, and compare it with the initial curve stiffness of static loading to judge the relationship between the ratio of the two and the depth. The stiffness control parameters λ 1,c and λ 2,c of the p-y curve of cohesive soil after one cycle of cyclic loading can be provided by static force according to the functional relationship between k ini,c,1 / k ini,c and the depth z;

[0167] Obtain the ultimate soil reaction force value of the diaphragm wall foundation with different cross-sectional sizes in sandy cohesive soil after one cycle of cyclic loading at different depths, compare it with the value of static loading, judge the relationship between the ratio of the two and the depth, and finally establish the functional relationship between p u,s,1 / p u,s and the depth z. Calculate the ultimate soil reaction force p u,s after the first cycle by the static ultimate soil reaction force p u,s,1 , and p u,s,1 is used as the initial value of one of the control parameters of the sandy soil cyclic p-y curve, as Figure 2 shown;

[0168] Obtain the soil reaction force value p s,1 and its corresponding displacement y s,1 of the diaphragm wall foundation with different cross-sectional sizes in sandy soil after one cycle of cyclic loading at different depths under small deformation conditions (1-2 mm), and calculate the initial subgrade reaction modulus k ini,s,1 = p s,1 / y s,1 of the cyclic loading curve, as Figure 2 shown, and compare it with the initial subgrade reaction modulus k ini,s of static loading. Calculate the initial subgrade reaction modulus k ini,s after the first cycle by the static initial subgrade reaction modulus k ini,s,1 , and k ini,s,1 is used as the initial value of one of the control parameters of the sandy soil cyclic p-y curve.

[0169] S2. Determine the relationship between the ultimate soil reaction force of the grid diaphragm wall foundation in cohesive soil after N cycles of cyclic loading, the logarithm of the number of cycles, the depth, and the foundation cross-sectional size, and establish p u,c,N / pu,c,1 Composite function relationships calculated successively from B3, z, and lgN

[0170] Plot the curve of the ratio of the ultimate soil reaction p at different cycle numbers to the ultimate soil reaction p for one cycle and the logarithm of the cycle number N at different depths for single-chamber wall foundations with different cross-sectional dimensions in cohesive soil u,c,N and the ultimate soil reaction p for one cycle u,c,1 ;

[0171] Use a linear function with lgN as the independent variable to represent the trend of the ultimate soil reaction in cohesive soil changing with the number of cycles:

[0172] f1(N,z,B3) = l cc,1 -l cc,2 ·lgN (1)

[0173] where: f1(N,z,B3) represents p u,c,N / p u,c,1 is a function of N, z, and B3, l cc,1 and l cc,2 represent two intermediate linear functions used in the processing of cyclic load data. The subscript "cc" represents cyclic clay, and the subscripts "1" and "2" represent the numbers of the intermediate linear functions, both calculated from z and B3. B3 is as Figure 3 shown;

[0174] Capture the variation relationship between 1-l cc,1 and the depth z, and establish the parameter l calculated from the depth z cc,1 :

[0175]

[0176] where: represents l cc,1 is a function of z and B3. B3 is the calculation scale of the grid-type diaphragm wall, and z is the depth, e cc,1 、e cc,2 and e cc,3 are three intermediate functions calculated from B3. The subscript "cc" represents cyclic clay, and the subscripts "1", "2", and "3" represent the numbers of the intermediate exponential functions;

[0177] Capture the variation relationship between e cc,1 and the calculated size of the foundation cross-section, and establish the parameter e calculated from B3 cc,1 :

[0178]

[0179] where: represents e cc,1 is a function of B3. B3 is the calculated size of the grid-type diaphragm wall;

[0180] Capture e cc,2 Establish the parameter e calculated by B3 based on its variation relationship with the calculated dimension of the base section cc,2 :

[0181]

[0182] Wherein: Represents e cc,2 Is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall

[0183] Capture e( cc,3 Establish the parameter e calculated by B3 based on its variation relationship with the calculated dimension of the base section cc,3 :

[0184]

[0185] ]](Wherein: Represents e cc,3 Is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall

[0186] Capture l cc,2 Establish the parameter l calculated by the depth z based on its variation relationship with the depth z cc,2 :

[0187]

[0188] Wherein: Represents l cc,2 Is a function of z and B3, where B3 is the calculated dimension of the grid - type diaphragm wall, z is the depth, and e cc,4 、e cc,5 And e cc,6 Are three intermediate functions calculated by B3. The subscript "cc" represents cyclic clay, and the subscripts "4", "5", and "6" represent the numbers of the intermediate exponential functions

[0189] Capture e cc,4 Establish the parameter e calculated by B3 based on its variation relationship with the calculated dimension of the base section cc,4 :

[0190]

[0191] Wherein: Represents e cc,4 Is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall

[0192] Capture e cc,5 Establish the parameter e calculated by B3 based on its variation relationship with the calculated dimension of the base section cc,5 :

[0193]

[0194] Among them: represents e cc,5 is a function of B3, where B3 is the calculated dimension of the grid-shaped diaphragm wall;

[0195] Capture the variation relationship of e cc,6 with the change of the calculated dimension of the foundation section, and establish the parameter e calculated from B3 cc,6 :

[0196]

[0197] Among them: represents e cc,6 is a function of B3, where B3 is the calculated dimension of the grid-shaped diaphragm wall.

[0198] S3. Determine the curve stiffness parameter λ after the grid-shaped diaphragm wall foundation in cohesive soil is cycled N times 1,c and its relationship with the depth, and the reference value of λ 2,c to establish the composite function relationship of λ 1,c calculated successively from B3, lgN, and z

[0199] Obtain the best stiffness fitting value λ of the normalized p-y curve at different depths, cycle times, and wall section calculated dimensions 1,c and λ 2,c , and judge that λ 1,c and λ 2,c have the same increasing and decreasing trend on the stiffness of the p-y curve and the same contribution to the stiffness change;

[0200] For the convenience of data processing, λ 1,c is reduced by 100 times. λ 2,c has a greater impact on the stiffness than λ 1,c and lower accuracy. Select λ 1,c as the main stiffness influence parameter. λ 2,c is provided by λ2 under static loading and is denoted as λ 2,ref ;

[0201] Capture the variation relationship between λ2 and the depth z, and establish a method for calculating the parameter λ2 from the depth z and the section dimension B3:

[0202]

[0203] Among them: indicates that λ2 is a function of z and B3, l sc,1 and l sc,2 are two parameters calculated from the calculated dimension of the wall section. The subscript "sc" represents static clay, and the subscripts "1" and "2" represent the parameter numbers using linear functions;

[0204] Capture parameter l sc,1 and l sc,2 The variation relationship with the calculated size of the wall section, and establish a calculation method:

[0205]

[0206] Where: and represent l sc,1 and l sc,2 are functions of B3, where B3 is the calculated size of the wall section;

[0207] Take the λ2 calculated by substituting step S3-3 into S3-4 as the reference value λ of the stiffness parameter λ of the cyclic loading p-y curve of cohesive soil 2,c of the reference value λ 2,ref ;

[0208] Use λ 2,ref to replace λ in step S3-2 2,c , recalibrate to obtain a new λ 1,c , and establish the variation relationship of λ 1,c with depth under different numbers of cycles:

[0209]

[0210] Where: represents λ 1,c is a function of z, N, and B3, e cc,7 , e cc,8 and e cc,9 represent three intermediate exponential functions used in the cyclic loading data processing. The subscript "cc" represents cyclic clay, and the subscripts "7", "8", and "9" represent the numbers of the exponential function calculation parameters, which are calculated from N and B3;

[0211] Capture the variation relationship between e cc,7 and the logarithm of the number of cycles lgN, and establish the parameter e cc,7 calculated from the number of cycles N:

[0212]

[0213] Where: represents e cc,7 is a function of N and B3, where B3 is the calculated size of the grid-type diaphragm wall, N is the number of cycles, e cc,7-1 and e cc,7-2 are two parameters calculated from B3. The subscript "cc" represents cyclic clay, and the subscripts "7-1" and "7-2" represent the numbers of the exponential function calculation parameters, both of which are calculated from B3;

[0214] Capture e cc,7-1 and ecc,7-2 The variation relationship with the calculated size of the basic section, and establish the parameter e calculated by B3 cc,7-1 and e cc,7-2 :

[0215]

[0216]

[0217] Where: and represent e cc,7-1 and e cc,7-2 are functions of B3, where B3 is the calculated size of the wall section;

[0218] Capture the variation relationship between e cc,8 and the logarithm of the number of cycles lgN, and establish the parameter e calculated by the number of cycles N cc,8 :

[0219]

[0220] Where: represent e cc,8 is a function of N and B3, where B3 is the calculated size of the grid - type diaphragm wall, N is the number of cycles, and e cc,8-1 and e cc,8-2 are two parameters calculated by B3. The subscript "cc" represents cyclic clay, and the subscripts "8 - 1" and "8 - 2" represent the numbers of the exponential - function calculation parameters, both calculated by B3;

[0221] Capture e cc,8-1 and e cc,8-2 The variation relationship with the calculated size of the basic section, and establish the parameter e calculated by B3 cc,8-1 and e cc,8-2 :

[0222]

[0223] Where: and represent e cc,8-1 and e cc,8-2 are functions of B3, where B3 is the calculated size of the wall section;

[0224] Capture e cc,9 The variation relationship with the logarithm of the number of cycles lgN, and establish the parameter e calculated by the number of cycles N cc,9 :

[0225]

[0226] Where: represent e cc,9It is a function of N and B3. B3 is the grid - type diaphragm wall slide rule, N is the number of cycles, and e cc,9-1 and e cc,9-2 are two parameters calculated by B3. The subscript "cc" represents cyclic clay, and the subscripts "9 - 1" and "9 - 2" represent the numbers of the calculation parameters of the exponential function, both of which are calculated by B3;

[0227] Capture e cc,9-1 and e cc,9-2 The variation relationship with the calculated size of the foundation section, and establish the parameters e cc,9-1 and e cc,9-2 :

[0228]

[0229] Where: and represent e cc,9-1 and e cc,9-2 are functions of B3. B3 is the calculated size of the wall section.

[0230] S4. Determine the relationship between the ultimate soil reaction force of the grid - type diaphragm wall foundation in sandy soil after N cycles, the logarithm of the number of cycles, the depth, and the foundation section size, and establish the composite function relationship of p u,s,N / p u,s,1 calculated successively by B3, z, and lgN

[0231] Draw the curve of the ratio of the ultimate soil reaction force p u,s,N of the single - chamber wall foundation with different section sizes in sandy soil at different depths and different numbers of cycles to the ultimate soil reaction force p u,s,1 in one cycle and the logarithm of the number of cycles N;

[0232] Use an exponential function with lgN as the independent variable to represent the trend of the ultimate soil reaction force in sandy soil changing with the number of cycles:

[0233] f2(N,z,B3)=e cs,1 +e cs,2 ·e (-lgN / 2.04) (23)

[0234] Where: f2(N,z,B3) represents p u,s,N / p u,s,1 is a function of N, B3, and B3. e cs,1 and e cs,2 represent two intermediate functions using an exponential function during cyclic load data processing. The subscript "cs" represents cyclic sand, and the subscripts "1" and "2" represent the numbers of the intermediate exponential functions, both of which are calculated by z and B3;

[0235] Capture e cs,1Relationship with the change of depth z, establish the intermediate function e calculated from depth z cs,1 :

[0236]

[0237] Wherein: Represents e cs,1 Is a function of z and B3, B3 is the grid type diaphragm wall calculating scale, z is the depth, p cs,1 And p cs,2 Are two intermediate functions calculated from B3, the subscript "cs" represents cyclic sand, and the subscripts "1" and "2" represent the numbers of the exponential function calculation parameters, both calculated from B3;

[0238] Capture p cs,1 Relationship with the change of the calculated size of the foundation section, establish the intermediate function p calculated from B3 cs,1 :

[0239]

[0240] Wherein: Represents p cs,1 Is a function of B3, B3 is the calculated size of the grid type diaphragm wall;

[0241] Capture p cs,2 Relationship with the change of the calculated size of the foundation section, establish the intermediate function p calculated from B3 cs,2 :

[0242]

[0243] Wherein: Represents p cs,2 Is a function of B3, B3 is the calculated size of the grid type diaphragm wall;

[0244] Capture e cs,2 Relationship with the change of depth z, establish the intermediate function e calculated from depth z cs,2 :

[0245]

[0246] Wherein: Represents e cs,2 Is a function of z and B3, B3 is the grid type diaphragm wall calculating scale, z is the depth, p cs,3 And p cs,4 Are two intermediate functions calculated from B3, the subscript "cs" represents cyclic sand, and the subscripts "3" and "4" represent the numbers of the exponential function calculation parameters, both calculated from B3;

[0247] Capture p cs,3Establish the intermediate function p calculated by B3 based on the relationship between the change in the calculated size of the basic section cs,3 :

[0248]

[0249] Wherein: Represents p cs,3 Is a function of B3, where B3 is the calculated size of the grid-shaped diaphragm wall;

[0250] Capture p cs,4 Establish the intermediate function p calculated by B3 based on the relationship between the change in the calculated size of the basic section cs,4 :

[0251]

[0252] Wherein: Represents p cs,4 Is a function of B3, where B3 is the calculated size of the grid-shaped diaphragm wall.

[0253] S5. Calculate the initial subgrade reaction modulus after the grid-shaped diaphragm wall foundation in sandy soil cycles N times

[0254] Plot the curves of the initial subgrade reaction modulus k of single-chamber wall foundations with different cross-sectional sizes in sandy soil at different depths and different numbers of cycles ini,s,N Changing with depth;

[0255] Establish the linear calculation relationship of the cyclic initial subgrade reaction modulus k ini,s,N With the static initial subgrade reaction modulus k ini,s As the independent variable:

[0256]

[0257] Wherein: Represents k ini,s,N Is a function of z, N, and B3, l cs,1 And l cs,2 Represents two intermediate linear functions used in the cyclic load data processing. The subscript "cs" represents cyclic sandy soil, and the subscripts "1" and "2" represent the numbers of the intermediate linear functions, both calculated from N and B3;

[0258] Capture l cs,1 Establish the intermediate function l calculated by lgN based on the relationship between the change in l and the logarithm of the number of cycles cs,1 :

[0259]

[0260] Wherein: Represents l cs,1is a function of N and B3, where B3 is the calculation scale of the grid-shaped diaphragm wall, N is the number of cycles, and e cs,3 、e cs,4 and e cs,5 are three intermediate functions calculated from B3. The subscript "cs" represents cyclic sand, and the subscripts "3", "4", and "5" represent the numbers of the intermediate exponential functions;

[0261] Capture the variation relationship between e cs,3 and the calculated size of the foundation section, and establish the parameter e calculated from B3 cs,3 :

[0262]

[0263] Among them: represents e cs,3 is a function of B3, where B3 is the calculated size of the grid-shaped diaphragm wall;

[0264] Capture the variation relationship between e cs,4 and the calculated size of the foundation section, and establish the parameter e calculated from B3 cs,4 :

[0265]

[0266] Among them: represents e cs,4 is a function of B3, where B3 is the calculated size of the grid-shaped diaphragm wall;

[0267] Capture the variation relationship between e cs,5 and the calculated size of the foundation section, and establish the parameter e calculated from B3 cs,5 :

[0268]

[0269] Among them: represents e cs,5 is a function of B3, where B3 is the calculated size of the grid-shaped diaphragm wall;

[0270] Capture the variation relationship between l cs,2 and the logarithm of the number of cycles, and establish the intermediate function l calculated from lgN cs,2 :

[0271]

[0272] Among them: represents l[[ID=7^{3}]] cs,2 is a function of N and B3, where B3 is the calculation scale of the grid-shaped diaphragm wall, N is the number of cycles, and e cs,6 、e cs,7 and e cs,8There are 3 intermediate functions calculated by B3. The subscript "cs" represents cyclic sandy soil, and the subscripts "6", "7", and "8" represent the numbers of the intermediate exponential functions;

[0273] Capture e cs,6 The variation relationship with the calculated size of the foundation section, and establish the parameter e calculated by B3 cs,6 :

[0274]

[0275] Among them: Represents e cs,6 Is a function of B3, and B3 is the calculated size of the grid-type diaphragm wall;

[0276] Capture e cs,7 The variation relationship with the calculated size of the foundation section, and establish the parameter e calculated by B3 cs,7 :

[0277]

[0278] Among them: Represents e cs,7 Is a function of B3, and B3 is the calculated size of the grid-type diaphragm wall;

[0279] Capture e cs,8 The variation relationship with the calculated size of the foundation section, and establish the parameter e calculated by B3 cs,8 :

[0280]

[0281] Among them: Represents e cs,8 Is a function of B3, and B3 is the calculated size of the grid-type diaphragm wall.

[0282] S6. Use the Tanh function to represent the relationship between the soil reaction p, the wall displacement y, and the number of cycles of the single-chamber grid-type diaphragm wall foundation under cyclic loading for two types of soil masses

[0283] S6-1. Use the Tanh function as the basic function model to establish the p-y curve of the single-chamber wall under cyclic loading in cohesive soil:

[0284]

[0285] Among them: p is the soil reaction, y is the displacement, and p u Is the curve limit value control parameter, and a and b are the curve slope control parameters;

[0286] S6-2. Use the Tanh function as the basic function model to establish the p-y curve of the single-chamber wall under cyclic loading in sandy soil:

[0287]

[0288] Where: p is the soil reaction force, y is the displacement, and p u is the control parameter of the curve limit value, and k ini is the control parameter of the initial slope of the curve.

[0289] S7. Respectively establish a theoretical calculation model for predicting the horizontal cyclic loading response of a single-chamber grid-shaped diaphragm wall foundation

[0290] Cohesive soil:

[0291] Sandy soil:

Claims

1. A construction method for cyclic p-y curves of a single-chamber grid-shaped diaphragm wall foundation considering multiple factors and different soil properties, characterized in that, It includes the following steps: S1. Respectively establish the relationships between the ultimate soil reaction force, curve stiffness parameters, and the ratio of the initial foundation reaction modulus to the static calculation value after the first cycle in cohesive soil and sandy soil, and obtain the initial values of the control parameters of the cyclic loading p-y curves for the two types of soil masses; S2. Determine the relationship between the ultimate soil reaction force of the grid diaphragm wall foundation in cohesive soil after N cycles, the logarithm of the number of cycles, the depth, and the foundation cross-sectional dimensions, and establish the composite function relationship calculated successively by B3, z, and lgN; u,c,N / p u,c,1 ​ S3. Determine the relationship between the curve stiffness parameter λ of the grid-type diaphragm wall foundation in cohesive soil after N cycles and the depth, as well as the reference value of λ, and establish the composite function relationship calculated by B3, lgN, and z successively under different numbers of cyclic load applications; 1,c and the depth, as well as λ 2,c reference value, and establish the composite function relationship of λ 1,c calculated successively by B3, lgN, and z; S4. Determine the relationship between the ultimate soil reaction force of the grid-type diaphragm wall foundation in sandy soil after N cycles, the logarithm of the number of cycles, the depth, and the foundation cross-sectional dimensions, and establish the composite function relationship calculated successively by B3, z, and lgN; u,s,N / p u,s,1 ​ S5. Calculate the initial foundation reaction modulus of the grid-type diaphragm wall foundation in sandy soil after N cycles of cyclic loading; S6. Use the Tanh function to represent the relationship between the soil reaction force p, wall displacement y, and the change in the number of cycles of the single-chamber grid-type diaphragm wall foundation under cyclic loading for the two types of soil masses; S7. Respectively establish theoretical calculation models for predicting the horizontal cyclic loading response of the single-chamber grid-type diaphragm wall foundation.

2. The construction method of the cyclic p-y curve of the single-chamber grid-shaped diaphragm wall foundation considering multiple factors and different soil properties according to claim 1, characterized in that, The specific content of step S1 is as follows: S1-1. Obtain the ultimate soil reaction force values of diaphragm wall foundations with different cross-sectional sizes in cohesive soil after one cycle of cyclic loading at different depths, compare them with the values of static loading, judge the relationship between the ratio of the two and the depth, and finally establish the p u,c,1 / p u,c functional relationship with the depth z. Calculate the ultimate soil reaction force p u,c after the first cycle, and p u,c,1 p u,c,1 is used as the initial value of one of the control parameters of the cyclic p-y curve of clay; S1-2. Obtain the soil reaction value p of the diaphragm wall foundation with different cross-sectional dimensions in cohesive soil after one cycle of cyclic loading at different depths under small deformation conditions (1-2 mm) c,1 and its corresponding displacement y c,1 , calculate the initial stiffness k of the cyclic loading curve ini,c,1 = p c,1 / y c,1 , and compare it with the initial curve stiffness of static loading to judge the relationship between the ratio of the two and the depth. The stiffness control parameters λ 1,c and λ 2,c can be provided by static force according to the functional relationship between k ini,c,1 / k ini,c and the depth z; S1-3. Obtain the ultimate soil reaction force values of the diaphragm wall foundation with different cross-sectional dimensions in the sand adherent soil after one cycle of cyclic loading at different depths, compare them with the values under static loading, judge the relationship between the ratio of the two and the depth, and finally establish the p u,s,1 / p u,s functional relationship with the depth z. Calculate the ultimate soil reaction force p u,s after the first cycle, and use p u,s,1 as the initial value of one of the control parameters of the cyclic p-y curve of the sand; u,s,1 ​ S1-4. Obtain the soil reaction value p of the diaphragm wall foundation with different cross-sectional dimensions in sandy soil after one cycle of cyclic loading at different depths under small deformation conditions (1-2 mm) s,1 and its corresponding displacement y s,1 , calculate the initial subgrade reaction modulus k of the cyclic loading curve ini,s,1 = p s,1 / y s,1 , and compare it with the initial subgrade reaction modulus k ini,s of static loading. Calculate the initial subgrade reaction modulus k ini,s after the first cycle from the static initial subgrade reaction modulus k ini,s,1 , and k ini,s,1 is used as the initial value of one of the control parameters of the cyclic p-y curve of sandy soil.

3. The construction method of the cyclic p-y curve of a single-chamber grid diaphragm wall foundation considering multiple factors and different soil properties according to claim 1, characterized in that, The specific content of step S2 is as follows: S2-1. Plot the curves of the ratio of the ultimate soil reaction force p of single-chamber wall foundations with different cross-sectional dimensions in cohesive soil at different depths under different numbers of cycles to the ultimate soil reaction force p for one cycle and the logarithm of the number of cycles N; u,c,N and the ultimate soil reaction force p for one cycle u,c,1 ; and the curve of the logarithm of the number of cycles N S2-2. Use a linear function with lgN as the independent variable to represent the trend of the ultimate soil reaction force in cohesive soil changing with the number of cycles; f1(N,z,B3) = l cc,1 -l cc,2 ·lgN (1) where: f1(N,z,B3) represents p u,c,N / p u,c,1 is a function of N, N3, and N3, l cc,1 and l cc,2 represent two intermediate linear functions used in the processing of cyclic load data. The subscript "cc" represents cyclic clay, and the subscripts "1" and "2" represent the numbers of the intermediate linear functions, both calculated from z and B3; S2-3. Capture 1-l cc,1 The variation relationship with the depth z, and establish the parameter l calculated from the depth z cc,1 :[[]]END]] Wherein: represents l cc,1 is a function of z and B3, where B3 is the grid type diaphragm wall slide rule, z is the depth, e cc,1 , e cc,2 and e cc,3 are three intermediate functions calculated from B3. The subscript "cc" represents cyclic clay, and the subscripts "1", "2", and "3" represent the numbers of the intermediate exponential functions; S2-4. Capture e cc,1 Relationship with the change in the calculated size of the basic section, and establish the parameter e calculated by B3 cc,1 : Wherein: represents e cc,1 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S2-5. Capture e cc,2 The variation relationship with the calculated dimensions of the basic section, and establish the parameter e calculated from B3 cc,2 : Wherein: represents e cc,2 is a function of B3, where B3 is the calculated dimension of the grid diaphragm wall; S2-6. Capture e cc,3 The variation relationship with the calculated dimensions of the basic section, and establish the parameter e calculated from B3 cc,3 : Wherein: represents e cc,3 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S2-7. Integrate the calculated dimensions of the cross-section of the required single-chamber diaphragm wall foundation, steps S2-4, S2-5, and S2-6, to calculate the intermediate function e cc,1 , e cc,2 , and e cc,3 . Then, calculate the parameter l from step S2-3 based on the required depth z for the design cc,1 ; S2-8. Capture l cc,2 The variation relationship with the depth z, and establish the parameter l calculated from the depth z cc,2 : Wherein: represents l cc,2 is a function of z and B3, where B3 is a grid-shaped diaphragm wall slide rule, z is the depth, e cc,4 , e cc,5 and e cc,6 are three intermediate functions calculated from B3, the subscript "cc" represents cyclic clay, and the subscripts "4", "5", and "6" represent the numbers of the intermediate exponential functions; S2-9, Capture e cc,4 The variation relationship with the calculated dimension of the basic section, establish the parameter e calculated by B3 cc,4 : Wherein: represents e cc,4 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S2-10. Capture e cc,5 The variation relationship with the calculated size of the basic section, and establish the parameter e calculated from B3 cc,5 : Wherein: represents e cc,5 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S2-11. Capture e cc,6 The variation relationship with the calculated dimensions of the basic section, and establish the parameter e calculated from B3 cc,6 : Wherein: represents e cc,6 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S2-12. Integrate the calculation steps S2-9, S2-10, and S2-11 according to the calculated dimensions of the required single-chamber diaphragm wall foundation cross-section to calculate the intermediate function e cc,4 , e cc,5 and e cc,6 , and then calculate the parameter l according to the required depth z by step S2-8 cc,2 ; S2-13. Combine steps S2-7 and S2-12 and substitute them into step S2-2 to calculate the ultimate soil reaction force in cohesive soil at different numbers of cycles.

4. The construction method of the cyclic p-y curve of the single-chamber grid diaphragm wall foundation considering multiple factors and different soil properties according to claim 1, characterized in that, The specific content of step S3 is as follows: S3-1. Obtain the best stiffness fitting values λ of the p-y curves normalized by different depths, number of cycles, and calculated dimensions of the wall cross-section 1,c and λ 2,c , and judge λ 1,c and λ 2,c The influence on the stiffness of the p-y curve is that they have the same increasing and decreasing trend and the same contribution to the stiffness change; S3-2. To facilitate data processing, λ 1,c is reduced by 100 times. λ 2,c has a greater impact on stiffness than λ 1,c and lower precision. Select λ 1,c as the main stiffness influence parameter, λ 2,c which is provided by λ2 under static loading and denoted as λ 2,ref ; S3-3. Capture the change relationship between λ2 and depth z, and establish a method for calculating parameter λ2 from depth z and cross-sectional dimension B3; Wherein: indicates that λ2 is a function of z and B3, l sc,1 and l sc,2 are two parameters calculated from the calculated dimensions of the wall section. The subscript "sc" represents static clay, and the subscripts "1" and "2" represent the parameter numbers using linear functions; S3-4. Capture parameter l sc,1 and l sc,2 Establish a calculation method for the relationship with the change in the calculated size of the wall section: Wherein: and represent l sc,1 and l sc,2 are functions of B3, where B3 is the calculated dimension of the wall section; S3-5. Take the λ2 calculated by substituting the result of step S3-3 into S3-4 as the stiffness parameter λ of the cyclic loading p-y curve of cohesive soil 2,c as the reference value λ 2,ref ; S3-6. Use λ 2,ref Replace λ in step S3-2 2,c to recalibrate and obtain a new λ 1,c and establish the relationship between λ and depth at different cycle numbers 1,c as follows: Wherein: represents λ 1,c is a function of z, N, and B3, e cc,7 , e cc,8 and e cc,9 represent three intermediate exponential functions used in cyclic loading data processing. The subscript "cc" represents cyclic clay, and the subscripts "7", "8", and "9" represent the numbers of the exponential function calculation parameters, which are calculated from N and B3; S3-7. Capture e cc,7 The variation relationship with the logarithm of the number of cycles lgN, and establish the parameter e calculated from the number of cycles N cc,7 : Wherein: represents e cc,7 is a function of N and B3, where B3 is the grid-type diaphragm wall slide rule, N is the number of cycles, and e cc,7-1 and e cc,7-2 are two parameters calculated from B3. The subscript "cc" represents cyclic clay, and the subscripts "7-1" and "7-2" represent the numbers of the exponential function calculation parameters, all calculated from B3; S3-8, capture e cc,7-1 and e cc,7-2 The variation relationship with the calculated size of the basic section, establish the parameter e calculated by B3 cc,7-1 and e cc,7-2 : Wherein: and represent e cc,7-1 and e cc,7-2 are functions of B3, where B3 is the calculated dimension of the wall section; S3-9, Capture e cc,8 The variation relationship with the logarithm of the number of cycles lgN, and establish the parameter e calculated from the number of cycles N cc,8 : Wherein: represents e cc,8 is a function of N and B3, where B3 is the grid-type diaphragm wall slide rule, N is the number of cycles, and e cc,8-1 and e cc,8-2 are two parameters calculated by B3. The subscript "cc" represents cyclic clay, and the subscripts "8-1" and "8-2" represent the numbers of the exponential function calculation parameters, both of which are calculated by B3; S3-10. Capture e cc,8-1 and e cc,8-2 The variation relationship with the calculated size of the basic section, and establish the parameter e calculated by B3 cc,8-1 and e cc,8-2 : Wherein: and represent e cc,8-1 and e cc,8-2 are functions of B3, where B3 is the calculated dimension of the wall section; S3-11. Capture e cc,9 The variation relationship with the logarithm lgN of the number of cycles, and establish the parameter e calculated from the number of cycles N cc,9 : Wherein: represents e cc,9 is a function of N and B3, where B3 is the grid type diaphragm wall slide rule, N is the number of cycles, and e cc,9-1 and e cc,9-2 are two parameters calculated from b3. The subscript "cc" represents cyclic clay, and the subscripts "9-1" and "9-2" represent the numbers of the exponential function calculation parameters, both of which are calculated from B3; S3-12. Capture e cc,9-1 and e cc,9-2 The variation relationship with the calculated size of the basic section, and establish the parameter e calculated by B3 cc,9-1 and e cc,9-2 : Wherein: and represent e cc,9-1 and e cc,9-2 are functions of B3, where B3 is the calculated dimension of the wall section; Integrate steps S3-8, S3-10, and S3-12 into step S3-7, S3-9, and S3-11 respectively to calculate e cc,7 , e cc,8 and e cc,9 Then substitute them into step S3-6 to calculate the change of the stiffness parameter λ 1,c with the number of cycles.

5. The construction method of the cyclic p-y curve of a single-chamber grid diaphragm wall foundation considering multiple factors and different soil properties according to claim 1, characterized in that, The specific content of step S4 is as follows: S4-1. Plot the curves of the ratio of the ultimate soil reaction force p of single-chamber wall foundations with different cross-sectional dimensions in sandy soil at different depths under different numbers of cycles and the logarithm of the number of cycles N; u,s,N and the ultimate soil reaction force p for one cycle; u,s,1 ratio and the logarithm of the number of cycles N; S4-2. Use an exponential function with lgN as the independent variable to represent the trend of the ultimate soil reaction force in sandy soil changing with the number of cycles; f2(N,z,B3) = e cs,1 + e cs,2 · e (-lgN / 2.04) (23) where: f2(N, z, B3) represents p u,s,N / p u,s,1 is a function of N, B3, and B3, e cs,1 and e cs,2 represent two intermediate functions that use exponential functions during cyclic load data processing. The subscript "cs" represents cyclic sand, and the subscripts "1" and "2" represent the numbers of the intermediate exponential functions, both calculated from z and B3; S4-3. Capture e cs,1 Establish an intermediate function e calculated from the depth z based on the variation relationship with the depth z cs,1 : Wherein: represents e cs,1 is a function of z and b3, where B3 is the grid type diaphragm wall slide rule, z is the depth, p cs,1 and p cs,2 are two intermediate functions calculated by B3. The subscript "cs" represents cyclic sandy soil, and the subscripts "1" and "2" represent the numbers of the exponential function calculation parameters, both of which are calculated by B3; S4-4, Capture p cs,1 The relationship with the change of the calculated size of the basic section, and establish the intermediate function pcs calculated by B3 , 1 : Wherein: represents p cs,1 is a function of B3, where B3 is the calculated dimension of the grid diaphragm wall; S4-5. Capture p cs,2 The variation relationship with the calculated size of the basic section, and establish the intermediate function pcs calculated by B3 , 2 : Wherein: represents p cs,2 is a function of B3, where B3 is the calculated dimension of the grid diaphragm wall; S4-6. Integrate the intermediate functions p calculated in steps S4-4 and S4-5 according to the calculated dimensions of the required single-chamber diaphragm wall foundation cross-section cs,1 and p cs,2 , and then calculate the intermediate function e in step S4-3 according to the required depth z for the design cs,1 ; S4-7. Capture e cs,2 Establish an intermediate function e calculated from the depth z based on the variation relationship with the depth z cs,2 : Wherein: represents e cs,2 is a function of z and B3, where B3 is the grid type diaphragm wall slide rule, z is the depth, p cs,3 and p cs,4 are two intermediate functions calculated by B3. The subscript "cs" represents cyclic sand, and the subscripts "3" and "4" represent the numbers of the exponential function calculation parameters, both of which are calculated by B3; S4-8, capture p cs,3 The variation relationship with the calculated size of the basic section, and establish the intermediate function pcs calculated by B3 , 3 : Wherein: represents p cs,3 is a function of B3, where B3 is the calculated dimension of the grid diaphragm wall; S4-9. Capture p cs,4 The variation relationship with the calculated size of the basic section, and establish the intermediate function pcs calculated by B3 , 4 : Wherein: represents p cs,4 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S4-10. Integrate the intermediate function p calculated in steps S4-8 and S4-9 according to the calculated dimensions of the cross-section of the required single-chamber diaphragm wall foundation cs,3 and p cs,4 , and then calculate the intermediate function e according to the required depth z by step S4-7 cs,2 ; S4-11. Combine steps S4-6 and S4-10 and substitute them into step S4-2 to calculate the ultimate soil reaction force in sandy soil at different numbers of cycles.

6. The construction method of the cyclic p-y curve of a single-chamber grid diaphragm wall foundation considering multiple factors and different soil properties according to claim 1, characterized in that, The specific content of step S5 is as follows: S5-1. Plot the curves of the initial foundation reaction modulus k of single-chamber wall foundations with different cross-sectional dimensions in sandy soil at different depths under different numbers of cycles; ini,s,N Curves varying with depth; S5-2. Establish the initial subgrade reaction modulus k of the cycle ini,s,N From the initial static subgrade reaction modulus k ini,s As the linear calculation relationship of the independent variable: Wherein: represents k ini,s,N is a function of z, N, and B3, l cs,1 and l cs,2 represent two intermediate linear functions adopted during cyclic loading data processing. The subscript "cs" represents cyclic sand, and the subscripts "1" and "2" represent the numbers of the intermediate linear functions, both calculated from N and B3; S5-3, Capture l cs,1 The variation relationship with the logarithm of the number of cycles, and establish an intermediate function l calculated from lgN cs,1 : Wherein: represents l cs,1 is a function of N and B3, where B3 is the grid diaphragm wall slide rule, N is the number of cycles, and e cs,3 , e cs,4 and e cs,5 are three intermediate functions calculated from B3, where the subscript "cs" represents cyclic sand, and the subscripts "3", "4", and "5" represent the numbers of the intermediate exponential functions; S5-4, Capture e cs,3 Relationship with the change in the calculated size of the basic section, establish the parameter e calculated from B3 cs,3 : Wherein: represents e cs,3 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S5-5, Capture e cs,4 The variation relationship with the calculated dimensions of the basic cross-section, and establish the parameter e calculated from B3 cs,4 : Wherein: represents e cs,4 is a function of B3, where B3 is the calculated dimension of the grid diaphragm wall; S5-6. Capture e cs,5 Relationship with the change in the calculated size of the basic section, and establish the parameter e calculated from B3 cs,5 : Wherein: represents e cs,5 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S5-7. Integrate steps S5-4, S5-5, and S5-6 to calculate the intermediate function e according to the calculated dimensions of the required single-chamber diaphragm wall foundation section cs,3 , e cs,4 and e cs,5 , and then calculate the parameter l according to the required depth z by step S5-3 cs,1 ; S5-8, Capture l cs,2 Relationship with the change in the logarithm of the number of cycles, establish an intermediate function l calculated from lgN cs,2 : Wherein: represents l cs,2 is a function of N and B3, where B3 is the grid-type diaphragm wall slide rule, N is the number of cycles, and e cs,6 , e cs,7 and e cs,8 are three intermediate functions calculated from B3. The subscript "cs" represents cyclic sand, and the subscripts "6", "7", and "8" represent the numbers of the intermediate exponential functions; S5-9, capture e cs,6 Establish the parameter e calculated from B3 based on the variation relationship with the calculated dimension of the base section cs,6 : Wherein: represents e cs,6 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S5-10, Capture e cs,7 Relationship with the change in the calculated size of the basic section, establish the parameter e calculated by B3 cs,7 : Wherein: represents e cs,7 is a function of B3, where B3 is the calculated dimension of the grid - type diaphragm wall; S5-11. Capture e cs,8 Establish the parameter e calculated from B3 based on the relationship between the change in the calculated size of the base section cs,8 : Wherein: represents e cs,8 is a function of B3, where B3 is the calculated dimension of the grid-shaped diaphragm wall; S5-12. Integrate steps S5-9, S5-10, and S5-11 according to the calculated dimensions of the required single-chamber diaphragm wall foundation cross-section to calculate the intermediate function e cs,6 , e cs,7 and e cs,8 , and then calculate the parameter l according to the required depth z by step S5-8 cs,2 ; S5-13. Combine steps S5-7 and S5-12 and substitute them into step S5-2 to calculate the initial foundation reaction modulus of sandy soil at different numbers of cycles.

7. The construction method of the cyclic p-y curve of a single-chamber grid diaphragm wall foundation considering multiple factors and different soil properties according to claim 1, characterized in that The specific content of step S6 is as follows: S6-1. Use the Tanh function as the basic function model to establish the p-y curve of the single-chamber wall under cyclic loading in cohesive soil; Where: p is the soil reaction force, y is the displacement, and p u is the curve limit value control parameter, and a and b are the curve slope control parameters; S6-2. Use the Tanh function as the basic function model to establish the p-y curve of the single-chamber wall under cyclic loading in sandy soil; Where: p is the soil reaction force, y is the displacement, and p u is the control parameter for the limit value of the curve, and k ini is the control parameter for the initial slope of the curve.

8. The construction method of the cyclic p-y curve of a single-chamber grid-shaped diaphragm wall foundation considering multiple factors and different soil properties according to claim 1, characterized in that, The specific content of step S7 is to respectively establish p-y curves applicable to the cyclic loading of the single-chamber grid-type diaphragm wall foundation in cohesive soil and sandy soil foundations: S7-1. Establish a calculation method for the p-y curve of the single-chamber grid-type diaphragm wall foundation under horizontal cyclic loading in cohesive soil; where: p is the soil reaction force, y is the displacement, and p u,c,N is the cyclic ultimate soil reaction force of cohesive soil provided by claim 2, and λ 1,c and λ 2,c are the curve stiffness parameters provided by claim 3; S7-2. Establish a calculation method for the p-y curve of the single-chamber grid-type diaphragm wall foundation under horizontal cyclic loading in sandy soil; Where: p is the soil reaction force, y is the displacement, and p u,s,N is the ultimate cyclic soil reaction force of sand, provided by claim 4, and k ini,s,N is the initial foundation reaction modulus of cyclic sand, provided by claim 5, is the correction function of the initial foundation reaction modulus of sand,

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