Methods and devices for determining seismic design information of anchored sheet pile walls

Abstract

This invention provides a method and apparatus for determining seismic design information of anchored sheet pile walls, which can be applied to the field of geotechnical engineering. The method includes: obtaining stiffness correction coefficients for multiple seismic earth pressure information based on the relative stiffness information between the sheet pile wall and adjacent soil; dividing the sheet pile wall into multiple continuous segments with stress characteristics along the height direction based on the peak stress value indicating stress concentration due to soil arching effect at the upper part of the sheet pile wall, the inflection point between the stress concentration zone and stress reduction zone of the sheet pile wall, the stiffness correction coefficients, and multiple seismic earth pressure information; combining the earth pressure gradient values ​​of each segment as a function of height to obtain an earth pressure gradient array characterizing the distribution of the wall along the height direction; and determining the design value of the anchor tension for reinforcing the sheet pile wall and the design value of the earth pressure mobilization depth in the passive zone at the bottom of the sheet pile wall based on the earth pressure gradient array and the equilibrium function.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering technology, specifically to a method and apparatus for determining seismic design information of anchored sheet pile walls. Background Technology

[0002] For the seismic design of retaining walls, the relevant technologies mainly include using quasi-static methods (such as the seismic coefficient method) to simplify the seismic effect into a horizontal inertial force acting on the structure and calculate the earth pressure coefficient; using simplified dynamic analysis methods (such as the response displacement method) to consider the dynamic response of the soil and treat the retaining wall as a rigid body or consider the overall translation / rotation of the retaining wall; or simulating the interaction between the soil and the structure through numerical simulation methods (such as finite element method, discrete element method).

[0003] However, the quasi-static method and the reactive displacement method ignore the stiffness and deformation of the wall. The assumption of a rigid wall makes it difficult to reflect the redistribution of soil pressure caused by the deformation of the flexible wall, resulting in low safety and over-design, which has great limitations in flexible retaining wall engineering. Numerical simulation method is complex to model and has high calculation cost, making it difficult to promote and apply on a large scale in conventional engineering design, and it is inefficient. Summary of the Invention

[0004] In view of the above problems, the present invention provides a method and apparatus for determining seismic design information of anchored sheet pile walls.

[0005] According to a first aspect of the present invention, a method for determining seismic design information of an anchored sheet pile wall is provided, comprising: obtaining stiffness correction coefficients for multiple seismic earth pressure information based on the relative stiffness information between the sheet pile wall and the adjacent soil, wherein the relative stiffness information characterizes the relative relationship between the bending stiffness of the sheet pile wall and the shear constraint of the adjacent soil; dividing the sheet pile wall into multiple continuous segments with stress characteristics along the height direction based on the peak stress value indicating stress concentration caused by soil arching effect at the upper part of the sheet pile wall, the inflection point between the stress concentration zone and the stress reduction zone of the sheet pile wall, the stiffness correction coefficients, and the multiple seismic earth pressure information, and combining the earth pressure gradient values ​​of each segment as a function of height to obtain an earth pressure gradient array characterizing the distribution of the wall along the height direction; and determining the design value of the anchor tension for reinforcing the sheet pile wall and the design value of the earth pressure mobilization depth in the passive zone at the bottom of the sheet pile wall based on the earth pressure gradient array and the equilibrium function.

[0006] A second aspect of the present invention provides a device for determining seismic design information of an anchored sheet pile wall, comprising: a coefficient determination module, used to obtain stiffness correction coefficients for each of multiple seismic earth pressure information based on the relative stiffness information between the sheet pile wall and the adjacent soil, wherein the relative stiffness information characterizes the relative relationship between the bending stiffness of the sheet pile wall and the shear constraint of the adjacent soil; a combination module, used to divide the sheet pile wall into multiple continuous segments with stress characteristics along the height direction based on the peak stress value indicating stress concentration caused by soil arching effect at the upper part of the sheet pile wall, the inflection point between the stress concentration zone and the stress reduction zone of the sheet pile wall, the stiffness correction coefficients, and multiple seismic earth pressure information, and to combine the earth pressure gradient values ​​of each segment as a function of height to obtain an earth pressure gradient array characterizing the distribution of the wall along the height direction; and a design value determination module, used to determine the design value of the anchor tension for reinforcing the sheet pile wall and the design value of the earth pressure mobilization depth of the passive zone at the bottom of the sheet pile wall based on the earth pressure gradient array and the equilibrium function.

[0007] A third aspect of the present invention provides an electronic device comprising: one or more processors; and a memory for storing one or more computer programs, wherein the one or more processors execute the one or more computer programs to implement the steps of the method described above.

[0008] A fourth aspect of the present invention also provides a computer-readable storage medium having a computer program or instructions stored thereon, wherein the computer program or instructions, when executed by a processor, implement the steps of the above-described method.

[0009] A fifth aspect of the present invention also provides a computer program product, including a computer program or instructions that, when executed by a processor, implement the steps of the above-described method. Attached Figure Description

[0010] The above-described features, other objects, and advantages of the present invention will become clearer from the following description of embodiments of the invention with reference to the accompanying drawings, in which:

[0011] Figure 1 An application scenario diagram of the method and apparatus for determining seismic design information of anchored sheet pile walls according to an embodiment of the present invention is shown.

[0012] Figure 2 A flowchart illustrating a method for determining seismic design information of anchored sheet pile walls according to an embodiment of the present invention is shown.

[0013] Figure 3 A schematic diagram illustrating the relationship between the active correction coefficient, the passive correction coefficient, and the relative stiffness information according to an embodiment of the present invention is shown.

[0014] Figure 4A schematic diagram illustrating the relationship between peak stress value, influencing points, and sheet pile wall stiffness according to an embodiment of the present invention is shown.

[0015] Figure 5 A schematic diagram illustrating the division of multiple continuous sections of a sheet pile wall according to an embodiment of the present invention is shown;

[0016] Figure 6 A flowchart illustrating a method for determining seismic design information for anchored sheet pile walls according to another embodiment of the present invention is shown;

[0017] Figure 7 A structural block diagram of a device for determining seismic design information of anchored sheet pile walls according to an embodiment of the present invention is shown.

[0018] Figure 8 A block diagram of an electronic device suitable for determining seismic design information of anchored sheet pile walls according to an embodiment of the present invention is shown. Detailed Implementation

[0019] Hereinafter, embodiments of the present invention will be described with reference to the accompanying drawings. However, it should be understood that these descriptions are exemplary only and are not intended to limit the scope of the invention. In the following detailed description, numerous specific details are set forth to provide a thorough understanding of the embodiments of the invention for ease of explanation. However, it will be apparent that one or more embodiments may be practiced without these specific details. Furthermore, descriptions of well-known structures and techniques are omitted in the following description to avoid unnecessarily obscuring the concept of the invention.

[0020] The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the invention. The terms “comprising,” “including,” etc., as used herein indicate the presence of the stated features, steps, operations, and / or components, but do not exclude the presence or addition of one or more other features, steps, operations, or components.

[0021] All terms used herein (including technical and scientific terms) have the meanings commonly understood by those skilled in the art, unless otherwise defined. It should be noted that the terms used herein are to be interpreted in a manner consistent with the context of this specification, and not in an idealized or overly rigid way.

[0022] When using expressions such as "at least one of A, B and C", they should generally be interpreted in accordance with the meaning that is commonly understood by those skilled in the art (e.g., "a system having at least one of A, B and C" should include, but is not limited to, a system having A alone, a system having B alone, a system having C alone, a system having A and B, a system having A and C, a system having B and C, and / or a system having A, B and C, etc.).

[0023] Among related technologies, the quasi-static method and the reactive displacement method ignore the stiffness and deformation of the wall. Based on the assumption of a rigid wall, they are difficult to reflect the redistribution of earth pressure caused by the deformation of the flexible wall, raising questions about safety or leading to over-design. They have significant limitations in flexible retaining wall engineering. Numerical simulation methods are complex to model and have high computational costs, making it difficult to promote and apply them on a large scale in conventional engineering design, resulting in low efficiency.

[0024] In one example, quasi-static methods (such as the seismic coefficient method) simplify the seismic effect into horizontal inertial forces acting on the structure, which simplifies the calculation process to some extent. However, this method ignores the dynamic interaction between the structure and the soil, as well as the influence of the wall's own stiffness on the earth pressure distribution. Under seismic loading, the actual displacement pattern of the retaining wall is complex and variable, resulting in an earth pressure distribution that is not the assumed linear or triangular distribution, but rather exhibits nonlinear characteristics closely related to the wall's stiffness and displacement pattern. Designs based on incorrect distribution assumptions can easily lead to deviations in the calculated anchor tension or embedment depth, causing safety hazards or over-design.

[0025] In one example, various simplified dynamic analysis methods, such as the reactive displacement method and the free-field deformation method, which aim to overcome the shortcomings of the quasi-static method, consider the dynamic response of the soil to some extent. However, these methods treat the retaining wall as a rigid body or only consider its overall translation / rotation, lacking consideration of the bending deformation of the wall as a flexible structure under earthquakes and its redistribution effect on local earth pressure. For example, for tall or slender anchored retaining walls, the flexible swaying at the top can significantly change the stress state of the upper anchors, making this simplified dynamic analysis method difficult to apply.

[0026] In one example, analysis methods that consider stiffness rely on complex numerical simulations (such as finite element method and discrete element method). Although this improves the simulation accuracy to some extent, the modeling process is cumbersome, the computational cost is high, and the results are extremely sensitive to the selection of models and parameters, making it difficult to promote and apply on a large scale in conventional engineering design.

[0027] To address the problem of insufficient seismic resistance, related technologies employ traditional reinforcement methods such as increasing cross-sections and self-weight. For example, increasing the cross-section of gravity retaining walls can improve their overturning resistance. However, this "weight-based earthquake mitigation" approach not only significantly increases project costs but also has limited effectiveness for deformation-controlled flexible support structures (such as anchored sheet pile walls), and may even exacerbate the foundation burden due to increased self-weight. Alternatively, the main structure or additional anchors can be used to distribute the load, but this also requires accurate internal force analysis as a prerequisite. The shortcomings of the aforementioned design methods mean that such optimization designs lack a reliable basis.

[0028] To address this technical problem, embodiments of the present invention provide a method for determining seismic design information of anchored sheet pile walls, comprising: obtaining stiffness correction coefficients for multiple seismic earth pressure information based on the relative stiffness information between the sheet pile wall and adjacent soil, wherein the relative stiffness information characterizes the relative relationship between the bending stiffness of the sheet pile wall and the shear constraint of the adjacent soil; dividing the sheet pile wall into multiple continuous segments with stress characteristics along the height direction based on the peak stress value indicating stress concentration caused by soil arching effect at the upper part of the sheet pile wall, the inflection point between the stress concentration zone and stress reduction zone of the sheet pile wall, the stiffness correction coefficients, and multiple seismic earth pressure information, and combining the earth pressure gradient values ​​of each segment as a function of height to obtain an earth pressure gradient array characterizing the distribution of the wall along the height direction; and determining the design value of the anchor tension for reinforcing the sheet pile wall and the design value of the earth pressure mobilization depth in the passive zone at the bottom of the sheet pile wall based on the earth pressure gradient array and the equilibrium function.

[0029] According to an embodiment of the present invention, by introducing relative stiffness information characterizing the interaction between the wall and the soil, and calculating stiffness correction coefficients for different seismic earth pressure information, the final constructed earth pressure gradient array can truly reflect the nonlinear redistribution of earth pressure caused by deformation of the flexible wall under seismic action. This avoids the shortcomings of traditional methods, which neglect wall stiffness and result in design results that deviate from reality and make it difficult to balance safety and economy. Therefore, the anchor tension design value and passive earth pressure mobilization depth design value determined based on the earth pressure gradient array and the equilibrium function can reliably guide the design of anchors and walls by fully taking into account the coupling effect of wall deformation and soil response, thus ensuring seismic safety while avoiding over-design.

[0030] Figure 1 The illustration shows an application scenario of the method and apparatus for determining seismic design information of anchored sheet pile walls according to an embodiment of the present invention.

[0031] like Figure 1 As shown, application scenario 100 according to this embodiment may include an information acquisition device 101, a network 102, and a server 103. The network 102 serves as a medium for providing a communication link between the information acquisition device 101 and the server 103. The network 102 may include various connection types, such as wired or wireless communication links or fiber optic cables, etc.

[0032] The information acquisition device 101 can be a device that communicates with engineering survey equipment, material testing machine, and computer-aided design software terminal, and can store engineering information acquired in real time. For example, the information acquisition device 101 can acquire the geometric data of the retaining wall from the design software terminal, the material data of the wall from the material testing machine or the design software terminal, and the soil parameters of the adjacent soil of the retaining wall from the engineering survey equipment, according to engineering requirements.

[0033] Server 103 can be a processor that implements a method for determining seismic design information of anchored sheet pile walls. For example, server 103 obtains engineering parameters or information from information acquisition device 101, executes the processing logic for determining seismic design information of anchored sheet pile walls in this invention, and obtains design results.

[0034] It should be noted that the method for determining the seismic design information of anchored sheet pile walls provided in this embodiment of the invention can generally be executed by server 103. Correspondingly, the device for determining the seismic design information of anchored sheet pile walls provided in this embodiment of the invention can generally be located in server 103. The method for determining the seismic design information of anchored sheet pile walls provided in this embodiment of the invention can also be executed by a server or server cluster that is different from server 103 and capable of communicating with information acquisition device 101 and / or server 103. Correspondingly, the device for determining the seismic design information of anchored sheet pile walls provided in this embodiment of the invention can also be located in a server or server cluster that is different from server 103 and capable of communicating with information acquisition device 101 and / or server 103.

[0035] It should be understood that Figure 1 The number of information acquisition devices, networks, and servers shown is merely illustrative. Depending on implementation needs, any number of information acquisition devices, networks, and servers can be included.

[0036] Figure 2 A flowchart illustrating a method for determining seismic design information for anchored sheet pile walls according to an embodiment of the present invention is shown.

[0037] like Figure 2 As shown, the method for determining seismic design information of anchored sheet pile walls in this embodiment includes operations S210 to S230.

[0038] In operation S210, based on the relative stiffness information between the sheet pile wall and the adjacent soil, stiffness correction coefficients for each of the multiple seismic earth pressure information are obtained. Among them, the relative stiffness information characterizes the relative relationship between the bending stiffness of the sheet pile wall and the shear constraint of the adjacent soil.

[0039] In operation S220, based on the peak stress value of stress concentration caused by soil arching effect on the upper part of the sheet pile wall, the inflection point between the stress concentration zone and stress reduction zone of the sheet pile wall, the stiffness correction coefficient, and multiple seismic earth pressure information, the sheet pile wall is divided into multiple continuous segments with stress characteristics along the height direction. The earth pressure gradient values ​​of each segment as a function of the height direction are combined to obtain an array of earth pressure gradients characterizing the distribution of the wall along the height direction.

[0040] In operation S230, based on the earth pressure gradient array and equilibrium function, the design values ​​of the anchor tension for reinforcing the sheet pile wall and the design values ​​of the earth pressure mobilization depth in the passive zone at the bottom of the sheet pile wall are determined.

[0041] In embodiments of the present invention, the sheet pile wall can be a flexible anchored retaining wall that exhibits bending deformation under actual stress. This retaining wall can be applied to embankment support engineering, high-pile wharf engineering, and deep foundation pit engineering. Relative stiffness information is a dimensionless parameter used to quantify the relative strength between the bending stiffness of the sheet pile wall and the soil shear constraint of the adjacent soil. Seismic earth pressure information can include the active seismic earth pressure coefficient and the passive seismic earth pressure coefficient. A stiffness correction factor can be used to reduce the active and passive seismic earth pressure coefficients calculated by classical seismic earth pressure theory.

[0042] In embodiments of the present invention, the peak stress value can be the concentrated peak value of earth pressure generated at the top of the sheet pile wall and near the anchor due to the soil arching effect. The influencing point can be the boundary depth point between the "stress concentration and attenuation zone" in the upper part of the wall and the "bulging and decompression zone" in the middle part. The earth pressure gradient array can be a set of multiple earth pressure gradient values, which define the slope (gradient) of earth pressure with depth in different continuous segments along different heights of the sheet pile wall, thereby efficiently characterizing the complex nonlinear and non-uniform earth pressure distribution behind the flexible retaining wall in a piecewise linear manner.

[0043] In embodiments of the present invention, the balance function may include a force balance function and a moment balance function. The anchor bolt tension design value may be the design tension that the anchor bolt needs to provide to balance seismic earth pressure. The earth pressure mobilization depth design value may be the minimum depth required for the passive earth pressure at the bottom of the wall to be fully utilized to provide sufficient overturning moment.

[0044] For example, the design parameter information required for the seismic design of anchored sheet pile walls can be obtained, including the geometric information of the sheet pile wall, the material information of the sheet pile wall and the soil, and the earth pressure parameter information. Based on the obtained design parameter information, the relative stiffness information between the sheet pile wall and the adjacent soil can be determined, and on this basis, the stiffness correction coefficients of the active earth pressure coefficient and the passive earth pressure coefficient can be obtained.

[0045] After obtaining multiple stiffness correction coefficients, the sheet pile wall can be divided into multiple continuous segments along the height direction by combining the peak value of earth pressure concentration, the boundary depth between the "stress concentration and attenuation zone" in the upper part of the wall and the "bending and decompression zone" in the middle part, the active earth pressure coefficient and the passive earth pressure coefficient. The earth pressure gradient value of each segment can be calculated to obtain the earth pressure gradient array. Then, by combining the force balance function and the bending moment balance function, the design value of the anchor tension and the design value of the earth pressure mobilization depth of the sheet pile wall can be calculated.

[0046] For example, a vertically downward coordinate axis is established with the top of the sheet pile wall as the origin. The points on the coordinate axis can be denoted as z (0≤z≤H). The horizontal earth pressure exerted by the adjacent soil on the sheet pile wall is denoted as p(z), and the pressure pointing towards the wall can be set to positive. The wall height can be denoted as H, the anchor bolt connection point depth is D1, the depth of the influence point (midpoint inflection point) is D2, and the passive earth pressure mobilization depth is D3.

[0047] Basic parameters of wall materials and soil may include the elastic modulus of the wall. Moment of inertia of cross section Soil weight γ, seismic active earth pressure coefficient K a and passive earth pressure coefficient K p And the rate of change G of the equivalent shear modulus of adjacent soil with respect to height.

[0048] According to an embodiment of the present invention, by introducing relative stiffness information characterizing the interaction between the wall and the soil, and calculating stiffness correction coefficients for different seismic earth pressure information, the final constructed earth pressure gradient array can truly reflect the nonlinear redistribution of earth pressure caused by deformation of the flexible wall under seismic action. This avoids the shortcomings of traditional methods, which neglect wall stiffness, resulting in design results that deviate from reality and make it difficult to balance safety and economy. Therefore, the anchor tension design value and earth pressure mobilization depth design value determined based on the earth pressure gradient array and the equilibrium function, since the coupling effect of wall deformation and soil response is fully taken into account, can reliably guide the design of anchors and walls, ensuring seismic safety while avoiding over-design.

[0049] As is understood, the above text has already explained how to obtain the design values ​​of anchor bolt tension and soil pressure mobilization depth from the perspective of the overall technical solution. The following text will provide a detailed explanation of how to obtain the relative stiffness information.

[0050] According to an embodiment of the present invention, the method for determining the seismic design information of the anchored sheet pile wall further includes: determining the relative stiffness information between the sheet pile wall and the adjacent soil based on the rate of change of the equivalent shear modulus of the adjacent soil with respect to the height direction, the wall height, elastic modulus and moment of inertia of the sheet pile wall.

[0051] In embodiments of the present invention, the rate of change can refer to a parameter representing the gradient of the shear stiffness of adjacent soil masses along the depth (height) direction. This parameter describes the rate at which the soil's ability to resist shear deformation increases with depth, and can quantify the lateral restraint strength of the soil on the deformation of the wall. The wall height can be the total height of the sheet pile wall.

[0052] The modulus of elasticity refers to the elastic modulus of a wall material (such as steel or concrete), characterizing the material's ability to resist elastic deformation. The moment of inertia of a cross-section refers to the moment of inertia of a wall's cross-section about its centroidal axis, characterizing the ability of the cross-sectional shape and dimensions to resist bending deformation.

[0053] The relative stiffness information R between the sheet pile wall and the adjacent soil can reflect the relative relationship between the bending stiffness of the wall and the shear constraint of the soil.

[0054] For example, the relative stiffness information R is calculated using the following formula (1):

[0055] (1);

[0056] in, It can be used to measure the elastic modulus of the wall. G can be the moment of inertia of the wall section. G can characterize the rate of change of the equivalent shear modulus of the adjacent soil with respect to height. H can be the wall height.

[0057] In related technologies, the calculation of seismic earth pressure neglects the existence of wall flexibility and soil stiffness, and the theory is based on the assumption of "absolutely rigid walls," which is inconsistent with most engineering realities, leading to significant deviations in the physical model. The embodiments of this invention introduce the stiffness properties of both the wall and soil in a calculable manner, realizing an objective metric that can distinguish between rigid and flexible walls. This allows subsequent designs to be based on reasonable data foundations that ensure deformation coordination rather than rigid translation.

[0058] According to an embodiment of the present invention, based on the relative stiffness information between the sheet pile wall and the adjacent soil, stiffness correction coefficients for each of the multiple seismic earth pressure information are obtained, including: determining the active correction coefficient in the stiffness correction coefficient based on the relative stiffness information and the active relationship function corresponding to the active pressure information in the multiple seismic earth pressure information; and determining the passive correction coefficient in the stiffness correction coefficient based on the relative stiffness information and the passive relationship function corresponding to the passive pressure information in the multiple seismic earth pressure information.

[0059] In embodiments of the present invention, seismic earth pressure information can be considered as a baseline value that needs to be corrected, characterizing the active and passive earth pressure coefficients borne by the sheet pile wall under the same earthquake and soil conditions. The active and passive correction coefficients can be used to quantify the ability of the flexible wall to adjust for earth pressure attenuation effects. The active and passive relationship functions can refer to functions that map relative stiffness information to the active and passive correction coefficients, respectively.

[0060] For example, after obtaining the relative stiffness information R, the stiffness correction coefficients of the active earth pressure coefficient and the passive earth pressure coefficient can be calculated based on the relative stiffness information R. The active relationship function and the passive relationship function can be shown in the following formulas (2)-(3):

[0061] (2);

[0062] (3);

[0063] Where, ψ a It can be an active correction coefficient, ψ p These can be passive correction coefficients, and A1, B1, A2, and B2 can be empirical coefficients used to calculate stiffness correction coefficients.

[0064] For example, based on experience from similar projects, we can determine that A1=1.7, B1=8363, A2=0.5 and B2=68.3.

[0065] Figure 3 A schematic diagram illustrating the relationship between the active correction coefficient, the passive correction coefficient, and the relative stiffness information according to an embodiment of the present invention is shown.

[0066] like Figure 3 As shown, both the active and passive correction coefficients are positively correlated with the relative stiffness information. Figure 3 As shown in Figure (a), the measured data and the fitted curve show that the active correction coefficient ψ a The relationship curve between the relative stiffness information R and the coefficient of friction exhibits a non-linear growth. When the relative stiffness information R < 0.003, the active correction coefficient ψ... a The relative stiffness information R increases rapidly, at which point a small increase in wall stiffness can significantly reduce the reduction of active earth pressure. As the relative stiffness information R continues to increase, the curve's growth slows, gradually approaching 1. For example... Figure 3 As shown in Figure (b), the measured data and fitted curves indicate that the relationship between the passive correction coefficient and the relative stiffness information is approximately linear and increases slowly. Within the entire observation range of the relative stiffness information R, the passive correction coefficient ψ... p The increase in relative stiffness information R is much smaller than that of the active correction coefficient ψ. a .

[0067] In related technologies, although numerical simulation methods consider stiffness, they require the establishment of complex finite element models and the performance of nonlinear dynamic time history analysis to indirectly reflect its influence. This process is complex in modeling, computationally time-consuming, and the results are uncertain. The embodiments of this invention simplify the stiffness influence to a relational function, avoiding the need for large amounts of computational resources required in traditional techniques. By achieving correction through explicit mathematical functions (relational functions), the method's determinism, repeatability, and efficiency are improved.

[0068] According to an embodiment of the present invention, the method for determining the seismic design information of anchored sheet pile walls further includes: when the relative stiffness information of the sheet pile wall meets preset conditions, the active correction coefficient and the passive correction coefficient are taken as predetermined values.

[0069] In embodiments of the present invention, the preset condition may refer to the calculated relative stiffness information R value reaching or exceeding a pre-set critical threshold that characterizes the wall as approaching absolute rigidity. For example, the theoretical limit case where the relative stiffness information R approaches infinity can be approximated as the relative stiffness information being greater than a very large value (e.g., R>10). Based on this, it can be determined that the sheet pile wall can be regarded as an absolutely rigid wall.

[0070] The reference seismic earth pressure coefficient can be the original coefficient calculated based on classical seismic earth pressure theory (such as Mononobe-Okabe theory) without considering the wall stiffness reduction effect.

[0071] For example, when the relative stiffness information R approaches infinity, the correction coefficients calculated using the relational function are all 1. In other words, the active correction coefficient ψ can be directly determined. a and passive correction coefficient ψ p The value of ψ a =ψ p =1.

[0072] Traditional rigid wall theory and design calculation methods that consider flexible walls are disconnected and lack correlation. Embodiments of this invention introduce preset conditions for judgment, including rigid wall design as a special case within its theoretical system. This allows for an automatic and smooth transition between flexible and rigid design modes based on the actual relative stiffness of the wall, eliminating the uncertainty of selection.

[0073] According to an embodiment of the present invention, the method for determining seismic design information of anchored sheet pile walls further includes: determining the peak stress value and the location of the influencing points based on the wall height, elastic modulus, moment of inertia of the section, tie height of the anchor rod in the sheet pile wall and soil weight of the adjacent soil.

[0074] According to an embodiment of the present invention, the anchor bolt connection point depth can refer to the vertical distance from the top of the wall to the point of application of the tension of the first (uppermost) anchor bolt, which can be denoted as D1. The anchor bolt connection height can be the geometric boundary defining the anchorage constraint zone at the top of the wall, and also the location of the stress concentration point caused by the soil arching effect. The soil weight can be the unit volume weight of the adjacent soil, which can be denoted as γ.

[0075] Peak stress, denoted as σ0, refers to the concentrated peak earth pressure exceeding the classical theoretical value generated at the anchor bolt connection point (anchor bolt connection depth) due to the soil arching effect. Peak stress is a key load input used to describe the non-uniform stress at the top of a flexible retaining wall and for anchor bolt design. The influence point refers to the boundary between the "stress concentration and attenuation zone" at the top of the wall and the "bending deformation stress reduction zone" in the middle. It defines the influence range of the soil arching effect and is a key geometric parameter for dividing different stress sections of the wall and constructing a segmented earth pressure model.

[0076] It is understandable that the wall height, elastic modulus, moment of inertia of the section, tie height of the anchor in the sheet pile wall and the soil weight of the adjacent soil can be combined to obtain a dimensionless group with clear physical meaning. Then, through a calibrated linear formula, the peak stress value and the location of the influencing points can be calculated in a coordinated and deterministic manner.

[0077] Taking a highway embankment traversing sandy soil as an example, anchored sheet pile walls are used for support. After obtaining the geometric parameters of the wall, the elastic modulus and moment of inertia of the wall material, and the weight of the fill soil, the normalized stiffness-load ratio is calculated based on the above information. Based on the calculated stiffness-load ratio, the peak stress value generated at the anchor point due to the soil arching effect under this working condition and the influence point of the lower limit of the influence range of the soil arching effect are determined.

[0078] According to an embodiment of the present invention, the peak stress value and the location of the influencing point are determined based on the wall height, elastic modulus, moment of inertia, anchor height in the sheet pile wall, and soil weight of the adjacent soil. This includes: determining the location of the influencing point based on the ratio between the wall bending stiffness value and the wall deformation influence value, and the anchor height, wherein the wall bending stiffness value is obtained from the elastic modulus and moment of inertia, and the wall deformation influence value is obtained from the wall height and soil weight of the adjacent soil; and multiplying the ratio between the wall bending stiffness value and the wall deformation influence value, by the soil weight and the anchor height, as the peak stress value.

[0079] In embodiments of the present invention, the bending stiffness value of the wall can refer to the elastic modulus of the wall. Moment of inertia of the wall section The value obtained by multiplication represents the inherent ability of the wall to resist bending deformation. The wall deformation influence value can be referred to as the combined value obtained by multiplying the fourth power of the wall height H by the soil weight γ of the adjacent soil.

[0080] For example, the depth D2 of the influence point and the peak stress value σ0 can be determined based on the power-law dimensionless relationship between stiffness and load ratio, as shown in the following formulas (4)-(5):

[0081] (4);

[0082] (5);

[0083] Wherein, α1, β1, α2, and β2 are the empirical coefficients obtained from the regression. The specific values ​​of the empirical coefficients can be in linear or nonlinear form, and after engineering calibration, they are used for rapid estimation.

[0084] Figure 4 A schematic diagram illustrating the relationship between peak stress value, influencing points, and sheet pile wall stiffness according to an embodiment of the present invention is shown.

[0085] like Figure 4 As shown, the measured data and fitted curves indicate that the peak stress value σ0 of the wall and the depth of the influence point D2 are both related to the stiffness-load ratio, which indicates the stiffness of the wall. They are closely related. For example... Figure 4 As shown in Figure (a), the ratio D2 / D1 between the depth of the stress inflection point (D2) and the depth of the anchor bolt connection point (D1) varies linearly with the stiffness-load ratio. Figure 4 As shown in Figure (b), when the stiffness value is small, the ratio between the peak stress value and the height-unit weight product γH is large, indicating a significant stress concentration effect caused by the soil arching effect at the top of the flexible wall. With increasing wall stiffness, the peak stress value σ0 generally shows a decreasing trend. This can be understood as follows: the greater the wall stiffness, the weaker the stress concentration at the top of the wall due to deformation coordination. When the stiffness approaches infinity (ideal rigid wall), the peak stress value can approach the classical active earth pressure value.

[0086] In related technologies, traditional quasi-static methods or rigid wall theories lack consideration of the soil arching effect, assuming that the soil pressure increases linearly from the top surface and ignoring the stress concentration at the anchor bolts; or they rely on experience or very rough rules for estimation, which is highly arbitrary and difficult to guarantee accuracy. The embodiments of this invention, by establishing the correlation between peak stress value, influencing points, and quantifiable stiffness-load ratio, achieve quantitative and repeatable calculation of these two key parameters in a simplified design method, solving the technical problem of how to determine the non-classical soil pressure on the upper part of a flexible retaining wall.

[0087] According to an embodiment of the present invention, multiple continuous sections include: a first section, which is the depth range from the top of the sheet pile wall to the anchor bolt connection point in the sheet pile wall, wherein the earth pressure gradient value of the first section is the ratio of the peak stress value to the depth of the anchor bolt connection point; a second section, which is the depth range from the anchor bolt connection point to the turning point, wherein the earth pressure gradient value of the second section is the ratio of the stress difference to the depth difference, wherein the stress difference is the difference between the active earth pressure value after reduction at the wall stress turning point and the peak stress value, and the depth difference is the difference between the depth of the turning point and the depth of the anchor bolt connection point; and a third section, which is the excavation (or dredging) depth from the wall stress turning point to the sheet pile wall. The depth range between the points is as follows: the earth pressure gradient value of the third section is the product of the active correction coefficient in the stiffness correction coefficient, the active pressure information in the seismic earth pressure information, and the soil weight of the adjacent soil; the fourth section is the depth range from the point at the excavation (or dredging) depth to the point at which the passive earth pressure is fully mobilized, and the earth pressure gradient value of the fourth section is the gradient value of the difference between the reduced active earth pressure intensity and the reduced passive earth pressure intensity as a function of depth; the fifth section is the depth range from the point at which the passive earth pressure is fully mobilized to the bottom of the sheet pile wall, and the earth pressure gradient value of the fifth section is the net earth pressure gradient value used to restrain the rotation of the bottom of the sheet pile wall.

[0088] Figure 5 A schematic diagram illustrating the division of multiple continuous sections of a sheet pile wall according to an embodiment of the present invention is shown.

[0089] like Figure 5 As shown, taking a sheet pile wall with a height of H located between ground surface 1 and ground surface 2, embedded in soil 1 and soil 2, a vertically downward coordinate axis z (0≤z≤H) is established with the top of the sheet pile wall as the origin. The first section can be the depth range (0~D1) from the top of the sheet pile wall (z=0) to the depth D1 of the anchor bolt connection point in the sheet pile wall, which is the stress concentration section at the top.

[0090] The second section can be the depth range (D1~D2) from the anchor bolt tie point depth D1 to the influence point depth D2 in the sheet pile wall, which is the soil arch stress reduction section.

[0091] The third section can be defined as extending from the depth D2 of the affected point to the depth Z of the excavation (or dredging) point within the sheet pile wall. h The depth range between (D2~Z) h This section represents the stress reduction zone for the central section of the drum-shaped deformation.

[0092] The fourth section can be defined as starting from the excavation (or dredging) point at a depth of Z. h The depth range between the passive earth pressure mobilization depth D3 and the depth range (Z) h ~D3), which is the section where passive earth pressure is fully mobilized.

[0093] The fifth section can be the depth range (D3~H) from the passive earth pressure mobilization depth D3 to the bottom H of the sheet pile wall, which is the bottom embedded transition section. T1 can be the force balance value, σ1 can be the stress inflection point of the wall, and σ0 is the peak stress value.

[0094] For example, the earth pressure is divided into the above five segments along the wall height (0~H). With p(0)=0 and p(z) continuity as boundary conditions, a piecewise linear earth pressure function is constructed. The earth pressure distribution function of each of the five segments is shown in the following formula (6):

[0095] (6);

[0096] Where p1(z) to p5(z) are the earth pressure distribution functions of the first to fifth segments respectively, and K1 to K5 are the earth pressure gradient values ​​of each segment (first to fifth segments).

[0097] For example, the stress distribution of an anchored sheet pile wall can be discretized into five characteristic segments, each corresponding to an earth pressure gradient value, which characterizes the "increment of earth pressure per unit displacement" within each segment. This is equivalent to slicing a continuous earth pressure-displacement curve, with each slice represented by a stress gradient.

[0098] The earth pressure gradient value K1 of the first section is shown in the following formula (7):

[0099] (7);

[0100] This formula represents the average stress gradient from the top of the sheet pile wall (z=0) to the depth D1 of the anchor bolt connection point. σ0 is the peak stress value, which is the peak earth pressure concentrated at the anchor bolt location due to the formation of a horizontal soil arch behind the wall.

[0101] The earth pressure gradient value K2 of the second section is shown in the following formula (8):

[0102] (8);

[0103] Wherein, σ1 can be the reduced active earth pressure value obtained by calculating the earthquake at the wall influence point depth D2 according to the Monobe-Okabe theory and multiplying it by a reduction factor. The above formula (8) can represent the average stress gradient in the interval from the anchor bolt tie point depth D1 to the wall influence point depth D2 in the sheet pile wall. The soil arching effect can affect the stress distribution in the second section, but the stress concentration gradually weakens.

[0104] The earth pressure gradient value K3 of the third section is shown in the following formula (9):

[0105] (9);

[0106] Among them, K a This can be the active earth pressure coefficient during earthquakes. ψ a This can be used as an active correction coefficient to quantify the weakening effect of the flexible wall on active earth pressure. The above formula (9) can represent the average stress gradient from the bottom of the stress concentration zone to the dredging height. It can be understood that because the wall exhibits a significant bulging deformation mode in the third section, the adjacent soil of the wall is unloaded, and the earth pressure is significantly reduced.

[0107] The earth pressure gradient value K4 of the fourth section is shown in the following formula (10):

[0108] (10);

[0109] Among them, K p It can be the passive earth pressure coefficient, ψ p It can be used as a passive correction coefficient to quantify the weakening effect of wall flexibility on passive earth pressure. The above formula (10) can represent the net change rate of active and passive earth pressure coefficients from the dredging height to the passive earth pressure mobilization depth D3. Due to the influence of the overall flexible deformation of the wall, the passive earth pressure will also be weakened.

[0110] The earth pressure gradient value K5 of the fifth section is shown in the following formula (11):

[0111] (11);

[0112] in, This can be used to determine the total pressure at the base of the sheet pile wall. It can be the pressure at the fixed point. The above formula (11) can represent the net stress gradient from D3 to the bottom H point of the wall, which is used to constrain the rotation of the bottom of the wall and ensure the stability of the structure.

[0113] Distortion of load information in related technologies can easily lead to systematic errors in the solutions of their equilibrium equations (anchor tension, embedment depth), resulting in overly conservative or safety-related issues. The earth pressure gradient array in this invention provides a complete, self-consistent, and differentiable load distribution description, allowing for closed-loop and stable solutions to the anchor tension and passive zone depth. Consideration of stress concentration ensures the final design meets safety requirements, while consideration of mid-center stress reduction and reasonable passive zone mobilization significantly saves costs, improving the scientific rigor and economy of seismic design.

[0114] According to an embodiment of the present invention, the sheet pile wall is divided into multiple continuous segments with stress characteristics along the height direction, including: combining the first segment and the second segment to obtain the nonlinear stress concentration segment at the top of the sheet pile wall caused by anchor constraint and soil arching effect; defining the third segment as the segment in the middle of the wall where the soil pressure is reduced due to bulging deformation; and combining the fourth segment and the fifth segment to obtain the stress change segment at the bottom of the sheet pile wall where the stress changes from an active state to a passive state; the nonlinear stress concentration segment, the soil pressure reduction segment, and the stress change segment are regarded as multiple continuous segments.

[0115] In embodiments of the present invention, the nonlinear stress concentration zone can refer to the upper wall region composed of the first and second zones. The earth pressure distribution in the first zone exhibits a rapid nonlinear increase from zero to a peak value, followed by a decay, characterizing the localized complex stress state deviating from classical theory due to the combined effects of "anchor constraint" and "soil arching effect." The earth pressure gradient value of the earth pressure reduction zone is the active earth pressure gradient after stiffness correction, characterizing the region in the middle of the wall where the earth pressure is systematically lower than the classical rigid theory value due to bulging deformation. The stress variation zone can refer to the lower wall region composed of the fourth and fifth zones. The earth pressure in this zone is the result of the coupling effect of active and passive earth pressure, used to describe the mechanical behavior information of the complex transition of earth pressure from an active state to a passive state within the fixed section at the bottom of the wall.

[0116] It is understandable that the original five continuous sections were elevated from geometric division to functional division, so that different physical models (soil arch model, flexible reduction model, active-passive transition model) related to wall stiffness can be applied to construct the overall load distribution.

[0117] According to an embodiment of the present invention, the method for determining the seismic design information of the anchored sheet pile wall further includes: obtaining the force balance function and the bending moment balance function with the bottom of the sheet pile wall as the base point based on the earth pressure gradient array distributed along the height direction of the wall, the wall height and the anchor tie height.

[0118] In embodiments of the present invention, the force balance function can characterize the function where the resultant force in the horizontal direction is zero. The bending moment balance function can characterize the function where the resultant moment about a certain base point (the bottom of the sheet pile wall) is zero.

[0119] For example, to perform an overall stress analysis of the wall, the bottom of the sheet pile wall can be selected as the moment reference point for force balance and bending moment balance analysis. This can be achieved by substituting the earth pressure gradient values ​​K1 from the first section to K5 from the fifth section, the depth D2 of the influence point, the peak stress value σ0, and the seismic active earth pressure coefficient K. a and passive earth pressure coefficient K pEqual quantities are obtained by simultaneously solving the equations to obtain the force equilibrium values ​​T1 and the passive earth pressure mobilization depth D3. The force equilibrium function and the bending moment equilibrium function are shown in the following formulas (12)-(13):

[0120] (12);

[0121] (13);

[0122] Where z can be a point on the coordinate axis. p(z) can be the horizontal earth pressure of the adjacent soil on the wall. Through the piecewise linear function of the aforementioned five sections, the integral can be divided into five segments for summation. Each segment can be analytically integrated to obtain an explicit expression. Since p(z) is a piecewise linear function, the above formulas (12)-(13) can be analytically solved in each segment and accumulated to obtain a system of two algebraic equations about T1 and D3.

[0123] In one feasible embodiment, taking a highway embankment support project as an example, the wall is designed to be 12.0 meters high, and a single-row anchored sheet pile wall is used as the retaining wall. The site is classified as Class II according to the specifications, with a seismic intensity of VIII and a design basic seismic acceleration of 0.20g. The seismic horizontal inertial force coefficient k is taken as... h =0.20. The embankment fill is medium-dense sand, designed for dry soil conditions. The relevant information for this highway embankment is shown in Table 1 below.

[0124] Table 1

[0125]

[0126] Figure 6 A flowchart illustrating a method for determining seismic design information for anchored sheet pile walls according to another embodiment of the present invention is shown.

[0127] like Figure 6 As shown, the method for determining the seismic design information of anchored sheet pile walls may include operations S610 to S650.

[0128] Using S610, basic information on the seismic design of sheet pile walls in embankment support engineering is obtained.

[0129] Basic information may include the parameters and values ​​in Table 1 above.

[0130] In operation S620, the relative stiffness information between the sheet pile wall and the adjacent soil is determined.

[0131] By substituting the elastic modulus of the wall, the moment of inertia of the section, the rate of change of the equivalent shear modulus of the adjacent soil with respect to the height, and the wall height into the above formula (1), we can obtain R=0.00103. The relative stiffness information can reflect the relative relationship between the bending stiffness of the sheet pile wall and the soil load, while also taking into account the influence of the soil shear modulus.

[0132] In operation S630, determine the stiffness correction coefficients for earthquake active earth pressure information and passive earth pressure information.

[0133] According to the aforementioned formulas (2)-(3), the empirical coefficients A1, B1, A2, and B2 that can be used to calculate the stiffness correction coefficients can be obtained when A1=1.7, B1=8363, A2=0.5, and B2=68.3. , .

[0134] In operation S640, determine the location of stress concentration and the peak stress value.

[0135] The stiffness-load ratio can be used. With α1=-1.4, β1=2.3, α2=-0.4, and β2=0.3, the peak stress values ​​of the influence points and the upper soil arch influence zone can be determined according to the aforementioned formulas (4)-(5). D2=2.68m and σ0=28.7kPa can be obtained.

[0136] In operation S650, determine the earth pressure gradient values ​​(K1 to K5) for each of the five sections.

[0137] Based on the earth pressure gradient calculation formulas for the aforementioned five sections, the wall height direction is divided into five typical sections, and the average earth pressure gradient of each section is calculated. According to the aforementioned formulas (7)-(11), the earth pressure gradient value of the first section (0~D1) can be calculated. ; in reducing the active earth pressure value Under the condition that the earth pressure gradient value of the second section (D1~D2) is... Third section (D2~Z) h Earth pressure gradient value Fourth section (Z) h Earth pressure gradient value of ~D3) Earth pressure gradient values ​​in the fifth section (D3~H) By following the above steps, the piecewise linear earth pressure distribution p(z) along the wall height from 0 to H can be obtained.

[0138] In operation S660, the equilibrium function is established and solved to determine the design value of anchor bolt tension and the design value of soil pressure mobilization depth.

[0139] Taking the unit wall width as the object, a global stress balance analysis is performed on the sheet pile wall. The gradient values ​​K1 to K5 obtained in operation S650 are compared with the intermediate depths D1, D2, and Z. h Substituting D3 into formulas (12)-(13), we obtain a system of two algebraic equations concerning the design value of the unknown anchor bolt tension and the design value of the soil pressure mobilization depth. Since p(z) is a linear function in each segment, the integral result is in polynomial form, making the solution convenient. We can use conventional algebraic methods or numerical iteration methods to solve this system of equations and obtain the design value of the anchor bolt tension. Earth pressure mobilization depth design value .

[0140] In one feasible embodiment, to verify the applicability of the method for determining seismic design information of anchored sheet pile walls in this invention, a nonlinear dynamic time history analysis was performed on the same retaining wall system using a finite difference program to extract the maximum anchor tension and the displacement and bending moment distribution of the sheet pile wall after earthquake action. Comparison shows that the relative error between the anchor tension design value and the soil pressure mobilization depth design value obtained in this embodiment and the maximum anchor tension obtained from numerical analysis is less than 10%; the soil pressure mobilization depth design value is basically consistent with the depth of the bending moment inflection point at the bottom of the sheet pile wall in the numerical simulation. Comparison also shows that the anchor tension calculated using the traditional Monobe-Okabe theory for the soil pressure distribution of sheet pile walls is generally biased by about 20% to 30%, and it is difficult to reflect the segmented characteristics of stress concentration in the upper part and stress reduction in the middle part.

[0141] Based on the above-mentioned method for determining seismic design information of anchored sheet pile walls, this invention also provides a device for determining seismic design information of anchored sheet pile walls. The following will be combined with... Figure 7 The device is described in detail.

[0142] Figure 7 A structural block diagram of a device for determining seismic design information of anchored sheet pile walls according to an embodiment of the present invention is shown.

[0143] like Figure 7 As shown, the device 700 for determining seismic design information of anchored sheet pile walls in this embodiment includes a coefficient determination module 710, a combination module 720, and a design value determination module 730.

[0144] The coefficient determination module 710 is used to obtain stiffness correction coefficients for each of multiple seismic earth pressure information based on the relative stiffness information between the sheet pile wall and the adjacent soil. The relative stiffness information characterizes the relative relationship between the bending stiffness of the sheet pile wall and the shear constraint of the adjacent soil. In one embodiment, the coefficient determination module 710 can be used to perform the operation S210 described above, which will not be repeated here.

[0145] The combination module 720 is used to divide the sheet pile wall into multiple continuous segments with stress characteristics along the height direction based on the peak stress value of stress concentration caused by the soil arching effect on the upper part of the sheet pile wall, the inflection point between the stress concentration zone and the stress reduction zone of the sheet pile wall, the stiffness correction coefficient, and multiple seismic earth pressure information. It then combines the earth pressure gradient values ​​of each segment as a function of height to obtain an array of earth pressure gradients characterizing the distribution of the wall along the height direction. In one embodiment, the combination module 720 can be used to perform the operation S220 described above, which will not be repeated here.

[0146] The design value determination module 730 is used to determine the design values ​​of the anchor tension for reinforcing the sheet pile wall and the design values ​​of the earth pressure mobilization depth in the passive zone at the bottom of the sheet pile wall, based on the earth pressure gradient array and the equilibrium function. In one embodiment, the design value determination module 730 can be used to perform the operation S230 described above, which will not be repeated here.

[0147] According to an embodiment of the present invention, the coefficient determination module 710, the combination module 720, and the design value determination module 730 in the device 700 for determining seismic design information of anchored sheet pile walls introduce relative stiffness information characterizing the interaction between the wall and the soil, and calculate stiffness correction coefficients for different seismic earth pressure information accordingly. This allows the finally constructed earth pressure gradient array to truly reflect the nonlinear redistribution of earth pressure caused by deformation of the flexible wall under seismic action, avoiding the defects of traditional methods that neglect wall stiffness, resulting in design results that deviate from reality and make it difficult to balance safety and economy. Therefore, the anchor tension design value and earth pressure mobilization depth design value determined based on the earth pressure gradient array and the equilibrium function, since they fully take into account the coupling effect of wall deformation and soil response, can reliably guide the design of anchors and walls, ensuring seismic safety while avoiding over-design.

[0148] According to an embodiment of the present invention, the coefficient determination module 710 includes: a first coefficient determination submodule and a second coefficient determination submodule. The first coefficient determination submodule is used to determine the active correction coefficient in the stiffness correction coefficient based on relative stiffness information and an active relationship function corresponding to the active pressure information in multiple seismic earth pressure information. The second coefficient determination submodule is used to determine the passive correction coefficient in the stiffness correction coefficient based on relative stiffness information and a passive relationship function corresponding to the passive pressure information in multiple seismic earth pressure information.

[0149] According to an embodiment of the present invention, the above-mentioned device further includes: a correction coefficient determination module, used to determine the values ​​of the active correction coefficient and the passive correction coefficient as predetermined values ​​when the relative stiffness information of the sheet pile wall meets preset conditions.

[0150] According to an embodiment of the present invention, multiple continuous sections include: a first section, which is the depth range from the top of the sheet pile wall to the anchor bolt connection point in the sheet pile wall, wherein the earth pressure gradient value of the first section is the ratio of the peak stress value to the depth of the anchor bolt connection point; a second section, which is the depth range from the anchor bolt connection point to the stress inflection point of the sheet pile wall, wherein the earth pressure gradient value of the second section is the ratio of the stress difference to the depth difference, wherein the stress difference is the difference between the active earth pressure value after reduction at the stress inflection point and the peak stress value, and the depth difference is the difference between the depth of the affected point and the depth of the anchor bolt connection point; and a third section, which is the excavation (or dredging) from the stress inflection point of the wall into the sheet pile wall. The depth range between points at the depth of the third section is defined as follows: the earth pressure gradient value of the third section is the product of the active correction coefficient in the stiffness correction coefficient, the active pressure information in the seismic earth pressure information, and the soil weight of the adjacent soil body; the depth range between points at the excavation (or dredging) depth and the point at which the passive earth pressure is fully mobilized is defined as follows: the earth pressure gradient value of the fourth section is the gradient value of the difference between the reduced active earth pressure intensity and the reduced passive earth pressure intensity as a function of depth; the depth range between points at which the passive earth pressure is fully mobilized is defined as follows: the earth pressure gradient value of the fifth section is the depth range between points at which the passive earth pressure is fully mobilized and the bottom of the sheet pile wall is defined as the net earth pressure gradient value used to constrain the rotation of the bottom of the sheet pile wall.

[0151] According to an embodiment of the present invention, the combination module 720 includes: a segment combination submodule and a submodule serving as submodules. The segment combination submodule is used to combine the first segment and the second segment to obtain the nonlinear stress concentration segment at the top of the sheet pile wall caused by anchor constraint and soil arching effect, to define the third segment as the segment in the middle of the wall where the soil pressure is reduced due to buckling deformation, and to combine the fourth segment and the fifth segment to obtain the stress change segment at the bottom of the sheet pile wall where the stress changes from an active state to a passive state; the submodule serving as submodules is used to treat the nonlinear stress concentration segment, the soil pressure reduction segment, and the stress change segment as multiple continuous segments.

[0152] According to an embodiment of the present invention, the above-mentioned device further includes: a function determination module, used to obtain the force balance function and the bending moment balance function with the bottom of the sheet pile wall as the reference point, based on the earth pressure gradient array distributed along the height direction of the wall, the wall height and the anchor tie height.

[0153] According to an embodiment of the present invention, the above-mentioned device further includes: a stiffness information determination module, used to determine the relative stiffness information between the sheet pile wall and the adjacent soil based on the rate of change of the equivalent shear modulus of the adjacent soil with respect to the height direction, the wall height of the sheet pile wall, the elastic modulus and the moment of inertia of the section.

[0154] According to an embodiment of the present invention, the above-mentioned device further includes: a point determination module, used to determine the peak stress value and the influencing point based on the wall height, elastic modulus, moment of inertia of the section, tie height of the anchor in the sheet pile wall and soil weight of the adjacent soil.

[0155] According to an embodiment of the present invention, the point determination module includes an influence point determination submodule and a stress value as a submodule. The influence point determination submodule is used to determine the influence point based on the ratio between the wall bending stiffness value and the wall deformation influence value of the sheet pile wall, and the anchor bolt tie height. The wall bending stiffness value is obtained from the elastic modulus and the moment of inertia of the section, and the wall deformation influence value is obtained from the wall height and the soil weight of the adjacent soil. The stress value as a submodule is used to multiply the ratio between the wall bending stiffness value and the wall deformation influence value, the soil weight, and the anchor bolt tie height as the peak stress value.

[0156] According to embodiments of the present invention, any plurality of modules among the coefficient determination module 710, the combination module 720, and the design value determination module 730 may be combined into one module, or any one of these modules may be split into multiple modules. Alternatively, at least a portion of the functionality of one or more of these modules may be combined with at least a portion of the functionality of other modules and implemented in one module. According to embodiments of the present invention, at least one of the coefficient determination module 710, the combination module 720, and the design value determination module 730 may be at least partially implemented as a hardware circuit, such as a field-programmable gate array (FPGA), a programmable logic array (PLA), a system-on-a-chip, a system-on-a-substrate, a system-on-package, an application-specific integrated circuit (ASIC), or any other reasonable means of integrating or packaging the circuit, or implemented in software, hardware, or firmware, or in any appropriate combination of any of these three implementation methods. Alternatively, at least one of the coefficient determination module 710, the combination module 720, and the design value determination module 730 may be at least partially implemented as a computer program module, which, when run, can perform corresponding functions.

[0157] Figure 8 A block diagram of an electronic device suitable for determining seismic design information of anchored sheet pile walls according to an embodiment of the present invention is shown.

[0158] like Figure 8As shown, an electronic device 800 according to an embodiment of the present invention includes a processor 801, which can perform various appropriate actions and processes according to a program stored in a read-only memory (ROM) 802 or a program loaded from a storage portion 808 into a random access memory (RAM) 803. The processor 801 may include, for example, a general-purpose microprocessor (e.g., a CPU), an instruction set processor and / or an associated chipset and / or a special-purpose microprocessor (e.g., an application-specific integrated circuit (ASIC)), etc. The processor 801 may also include onboard memory for caching purposes. The processor 801 may include a single processing unit or multiple processing units for performing different actions of the method flow according to an embodiment of the present invention.

[0159] RAM 803 stores various programs and data required for the operation of electronic device 800. Processor 801, ROM 802, and RAM 803 are interconnected via bus 804. Processor 801 executes various operations of the method flow according to embodiments of the present invention by executing programs in ROM 802 and / or RAM 803. It should be noted that the programs may also be stored in one or more memories other than ROM 802 and RAM 803. Processor 801 may also execute various operations of the method flow according to embodiments of the present invention by executing programs stored in said one or more memories.

[0160] According to an embodiment of the present invention, the electronic device 800 may further include an input / output (I / O) interface 805, which is also connected to a bus 804. The electronic device 800 may also include one or more of the following components connected to the input / output (I / O) interface 805: an input section 806 including a keyboard, mouse, etc.; an output section 807 including a cathode ray tube (CRT), liquid crystal display (LCD), etc., and a speaker, etc.; a storage section 808 including a hard disk, etc.; and a communication section 809 including a network interface card such as a LAN card, modem, etc. The communication section 809 performs communication processing via a network such as the Internet. A drive 810 is also connected to the input / output (I / O) interface 805 as needed. A removable medium 811, such as a disk, optical disk, magneto-optical disk, semiconductor memory, etc., is installed on the drive 810 as needed so that computer programs read from it can be installed into the storage section 808 as needed.

[0161] The present invention also provides a computer-readable storage medium, which may be included in the device / apparatus / system described in the above embodiments; or it may exist independently and not assembled into the device / apparatus / system. The computer-readable storage medium carries one or more programs, which, when executed, implement the method according to the embodiments of the present invention.

[0162] According to embodiments of the present invention, a computer-readable storage medium may be a non-volatile computer-readable storage medium, such as including, but not limited to: portable computer disks, hard disks, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), portable compact disk read-only memory (CD-ROM), optical storage devices, magnetic storage devices, or any suitable combination thereof. In the present invention, a computer-readable storage medium may be any tangible medium containing or storing a program that can be used by or in conjunction with an instruction execution system, apparatus, or device. For example, according to embodiments of the present invention, a computer-readable storage medium may include ROM 802 and / or RAM 803 and / or one or more memories other than ROM 802 and RAM 803 described above.

[0163] Embodiments of the present invention also include a computer program product comprising a computer program containing program code for performing the methods shown in the flowchart. When the computer program product is run on a computer system, the program code is used to enable the computer system to implement the method for determining seismic design information of anchored sheet pile walls provided in the embodiments of the present invention.

[0164] When the computer program is executed by the processor 801, it performs the functions defined in the system / apparatus of this invention. According to embodiments of the invention, the systems, apparatuses, modules, units, etc., described above can be implemented by computer program modules.

[0165] In one embodiment, the computer program may rely on a tangible storage medium such as an optical storage device or a magnetic storage device. In another embodiment, the computer program may also be transmitted and distributed in the form of signals over a network medium, and may be downloaded and installed via the communication section 809, and / or installed from a removable medium 811. The program code contained in the computer program can be transmitted using any suitable network medium, including but not limited to: wireless, wired, etc., or any suitable combination thereof.

[0166] In such an embodiment, the computer program can be downloaded and installed from a network via communication section 809, and / or installed from removable medium 811. When the computer program is executed by processor 801, it performs the functions defined in the system of this embodiment of the invention. According to embodiments of the invention, the systems, devices, apparatuses, modules, units, etc., described above can be implemented by computer program modules.

[0167] According to embodiments of the present invention, program code for executing the computer programs provided in the embodiments of the present invention can be written in any combination of one or more programming languages. Specifically, these computational programs can be implemented using high-level procedural and / or object-oriented programming languages, and / or assembly / machine languages. Programming languages ​​include, but are not limited to, languages ​​such as Java, C++, Python, "C", or similar programming languages. The program code can be executed entirely on the user's computing device, partially on the user's device, partially on a remote computing device, or entirely on a remote computing device or server. In cases involving remote computing devices, the remote computing device can be connected to the user's computing device via any type of network, including a local area network (LAN) or a wide area network (WAN), or it can be connected to an external computing device (e.g., via the Internet using an Internet service provider).

[0168] The flowcharts and block diagrams in the accompanying drawings illustrate the architecture, functionality, and operation of possible implementations of systems, methods, and computer program products according to various embodiments of the present invention. In this regard, each block in a flowchart or block diagram may represent a module, segment, or portion of code containing one or more executable instructions for implementing a specified logical function. It should also be noted that in some alternative implementations, the functions indicated in the blocks may occur in a different order than those indicated in the drawings. For example, two consecutively indicated blocks may actually be executed substantially in parallel, and they may sometimes be executed in reverse order, depending on the functions involved. It should also be noted that each block in a block diagram or flowchart, and combinations of blocks in a block diagram or flowchart, may be implemented using a dedicated hardware-based system that performs the specified function or operation, or using a combination of dedicated hardware and computer instructions.

[0169] Those skilled in the art will understand that the features described in the various embodiments of the present invention can be combined and / or combined in various ways, even if such combinations or combinations are not explicitly described in the present invention. In particular, the features described in the various embodiments of the present invention can be combined and / or combined in various ways without departing from the spirit and teachings of the present invention. All such combinations and / or combinations fall within the scope of the present invention.

[0170] The embodiments of the present invention have been described above. However, these embodiments are merely illustrative and not intended to limit the scope of the invention. Although various embodiments have been described above, this does not mean that the measures in the various embodiments cannot be used advantageously in combination. Various substitutions and modifications can be made by those skilled in the art without departing from the scope of the invention, and all such substitutions and modifications should fall within the scope of the invention.

Claims

1. A method for determining seismic design information of anchored sheet pile walls, characterized in that, The method includes: Based on the relative stiffness information between the sheet pile wall and the adjacent soil, stiffness correction coefficients for each of the multiple seismic earth pressure information are obtained. The relative stiffness information characterizes the relative relationship between the bending stiffness of the sheet pile wall and the soil shear constraint of the adjacent soil. Based on the peak stress value of stress concentration caused by soil arching effect on the upper part of the sheet pile wall, the inflection point between the stress concentration zone and stress reduction zone of the sheet pile wall, the stiffness correction coefficient, and the multiple seismic earth pressure information, the sheet pile wall is divided into multiple continuous segments with stress characteristics along the height direction, and the earth pressure gradient values ​​of each segment as a function of the height direction are combined to obtain an earth pressure gradient array characterizing the distribution of the wall along the height direction. Based on the earth pressure gradient array and the equilibrium function, the design values ​​of the anchor tension and the earth pressure mobilization depth of the passive zone at the bottom of the sheet pile wall are determined.

2. The method according to claim 1, characterized in that, Based on the relative stiffness information between the sheet pile wall and the adjacent soil, stiffness correction coefficients for multiple seismic earth pressure data are obtained, including: Based on the relative stiffness information and the active relationship function corresponding to the active pressure information in the plurality of seismic earth pressure information, the active correction coefficient in the stiffness correction coefficient is determined; Based on the relative stiffness information and the passive relationship function corresponding to the passive pressure information in the plurality of seismic earth pressure information, the passive correction coefficient in the stiffness correction coefficient is determined.

3. The method according to claim 2, characterized in that, The method further includes: When the relative stiffness information of the sheet pile wall meets the preset conditions, the values ​​of the active correction coefficient and the passive correction coefficient are predetermined values.

4. The method according to claim 1, characterized in that, The plurality of consecutive segments include: The first section is the depth range from the top of the sheet pile wall to the anchor bolt connection point in the sheet pile wall, and the soil pressure gradient value of the first section is the ratio of the peak stress value to the depth of the anchor bolt connection point. The second section is the depth range from the anchor bolt tie point to the turning point. The earth pressure gradient value of the second section is the ratio between the stress difference and the depth difference. The stress difference is the difference between the active earth pressure value after reduction at the wall stress turning point and the peak stress value of the first section. The depth difference is the difference between the depth of the turning point and the depth of the anchor bolt tie point. The third section is the depth range from the stress inflection point of the wall to the excavation or dredging depth in the sheet pile wall. The earth pressure gradient value of the third section is the product of the active correction coefficient in the stiffness correction coefficient, the active pressure information in the seismic earth pressure information, and the soil weight of the adjacent soil. The fourth section is the depth range from the point at the excavation or dredging depth to the point at which the passive earth pressure is fully mobilized. The earth pressure gradient value of the fourth section is the gradient value of the difference between the reduced active earth pressure intensity and the reduced passive earth pressure intensity as a function of depth. The fifth section is the depth range from the point where the passive earth pressure is fully mobilized to the bottom of the sheet pile wall. The earth pressure gradient value of the fifth section is the net earth pressure gradient value used to constrain the rotation of the bottom of the sheet pile wall.

5. The method according to claim 4, characterized in that, The sheet pile wall is divided into multiple continuous sections with stress characteristics along its height, including: By combining the first section and the second section, a nonlinear stress concentration section is obtained at the top of the sheet pile wall due to anchor constraint and soil arching effect. The third section is identified as the section in the middle of the wall where soil pressure is reduced due to bulging deformation. By combining the fourth section and the fifth section, a stress change section is obtained at the bottom of the sheet pile wall where stress changes from an active state to a passive state. The nonlinear stress concentration zone, the earth pressure reduction zone, and the stress change zone are considered as the multiple continuous zones.

6. The method according to claim 1, characterized in that, The method further includes: Based on the earth pressure gradient array distributed along the height of the wall, the wall height, and the anchor bolt tie height, the force balance function and the bending moment balance function with the bottom of the sheet pile wall as the base point are obtained in the balance function.

7. The method according to claim 1, characterized in that, The method further includes: The relative stiffness information between the sheet pile wall and the adjacent soil is determined based on the rate of change of the equivalent shear modulus of the adjacent soil with respect to the height direction, the wall height, elastic modulus, and moment of inertia of the sheet pile wall.

8. The method according to claim 7, characterized in that, The method further includes: Based on the wall height, the elastic modulus, the moment of inertia of the section, the tie height of the anchor in the sheet pile wall, and the soil weight of the adjacent soil, the peak stress value and the location of the influencing points are determined.

9. The method according to claim 8, characterized in that, Based on the wall height, the elastic modulus, the moment of inertia of the section, the tie height of the anchor bolts in the sheet pile wall, and the soil weight of the adjacent soil, the peak stress value and the location of the influencing points are determined, including: The location of the influencing point is determined based on the ratio between the bending stiffness value and the deformation influence value of the sheet pile wall, and the tie height of the anchor rod. The bending stiffness value is obtained from the elastic modulus and the moment of inertia of the section, and the deformation influence value is obtained from the wall height and the soil weight of the adjacent soil. The peak stress value is the product of the ratio between the wall bending stiffness value and the wall deformation influence value, the soil weight, and the anchor bolt tie height.

10. A device for determining seismic design information of anchored sheet pile walls, characterized in that, The device includes: The coefficient determination module is used to obtain the stiffness correction coefficients of multiple seismic earth pressure information based on the relative stiffness information between the sheet pile wall and the adjacent soil. The relative stiffness information represents the relative relationship between the bending stiffness of the sheet pile wall and the soil shear constraint of the adjacent soil. The combination module is used to divide the sheet pile wall into multiple continuous segments with stress characteristics along the height direction based on the peak stress value of stress concentration caused by soil arching effect on the upper part of the indicated sheet pile wall, the inflection point between the indicated stress concentration area and stress reduction area, the stiffness correction coefficient, and the multiple seismic earth pressure information, and to combine the earth pressure gradient values ​​of each segment as a function of the height direction to obtain an earth pressure gradient array characterizing the distribution of the wall along the height direction. The design value determination module is used to determine the design value of the anchor tension for reinforcing the sheet pile wall and the design value of the earth pressure mobilization depth in the passive zone at the bottom of the sheet pile wall, based on the earth pressure gradient array and the equilibrium function.

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