Sheet pile type anchorage foundation and calculation method thereof

Abstract

The invention relates to a sheet pile type anchorage foundation and a calculation method thereof. The sheet pile type anchorage foundation comprises a bearing platform, and a sheet pile assembly is fixed to the bottom of the bearing platform; the sheet pile assembly comprises a plurality of longitudinal sheet piles arranged in the transverse direction, the longitudinal sheet piles are fixed to the bottom face of the bearing platform and extend in the longitudinal direction, each longitudinal sheet pile is fixedly provided with a plurality of transverse sheet piles, and the transverse sheet piles on each longitudinal sheet pile are arranged in the longitudinal direction and fixed to the bottom face of the bearing platform. The sheet pile assembly further comprises end plates fixed to the bottom face of the bearing platform, and the end plates are perpendicular to the longitudinal sheet piles. The multiple longitudinal sheet piles arranged in the transverse direction are arranged at the bottom of the bearing platform, the multiple transverse sheet piles are fixed to the longitudinal sheet piles, meanwhile, the end plate is fixed to the bottom of the bearing platform, and external loads are resisted by means of side resistance and end resistance of the longitudinal sheet piles, the transverse sheet piles and the end plate with the soil body; compared with the traditional technology that external loads are resisted by means of the weight of the foundation, the economical efficiency is greatly improved, large excavation is not needed, and the construction efficiency can be greatly improved.

Description

Technical Field

[0001] The present application relates to the technical field of bridge foundations, and particularly relates to a sheet-pile type anchor foundation and a calculation method thereof. Background Art

[0002] With the increase of bridge span, long-span suspension bridges or cable-stayed suspension collaborative system bridges are more and more widely used. The anchor foundation is an important part of suspension bridges and cable-stayed suspension collaborative system bridges, which can transfer the main cable force to the foundation. The greater the bridge span and the heavier the load, the greater the main cable force, and thus the larger the scale of the anchor foundation.

[0003] In related technologies, conventional anchor foundations generally rely on the friction force generated by the foundation and the weight of the anchor at the base to resist the horizontal force of the main cable, which results in large foundation engineering quantities, large excavation quantities, and poor economy.

[0004] Therefore, it is necessary to design a new sheet-pile type anchor foundation to overcome the above problems. Summary of the Invention

[0005] The present application provides a sheet-pile type anchor foundation and a calculation method thereof, which can solve the technical problems of large foundation engineering quantities, large excavation quantities, and poor economy in conventional anchor foundations in related technologies.

[0006] In a first aspect, an embodiment of the present application provides a sheet-pile type anchor foundation, which includes: a bearing platform, and a sheet-pile assembly is fixed to the bottom of the bearing platform; the sheet-pile assembly includes a plurality of longitudinal sheet-piles arranged transversely, the longitudinal sheet-piles are fixed to the bottom surface of the bearing platform and extend longitudinally, each longitudinal sheet-pile is fixedly provided with a plurality of transverse sheet-piles, and the plurality of transverse sheet-piles on each longitudinal sheet-pile are arranged longitudinally and are all fixed to the bottom surface of the bearing platform; the sheet-pile assembly further includes an end plate fixed to the bottom surface of the bearing platform, and the end plate is perpendicular to the longitudinal sheet-piles.

[0007] In combination with the first aspect, in an embodiment, the plurality of longitudinal sheet-piles are arranged at intervals transversely.

[0008] In combination with the first aspect, in an embodiment, the plurality of transverse sheet-piles on each longitudinal sheet-pile are arranged at intervals longitudinally, and the transverse sheet-piles between adjacent two longitudinal sheet-piles are arranged at intervals.

[0009] In combination with the first aspect, in an embodiment, the transverse sheet-piles on adjacent two longitudinal sheet-piles are arranged transversely in one-to-one correspondence, and the transverse sheet-piles on each longitudinal sheet-pile are symmetrically arranged on opposite sides of the longitudinal sheet-pile transversely.

[0010] In combination with the first aspect, in an embodiment, the end plate is fixed to one ends of all the longitudinal sheet-piles.

[0011] In combination with the first aspect, in one embodiment, the number of the transverse sheet piles on each of the longitudinal sheet piles is the same and they are evenly distributed.

[0012] In a second aspect, an embodiment of the present application provides a calculation method for the above-mentioned sheet pile type anchor foundation, and the calculation method includes:

[0013] Based on the longitudinal horizontal force T that the longitudinal sheet pile can withstand 纵 , the longitudinal horizontal force T that the transverse sheet pile can withstand 横 , the longitudinal horizontal force T that the end plate can withstand 端 and each horizontal external force received by the sheet pile type anchor foundation, calculate the anti-sliding stability coefficient K c .

[0014] In combination with the second aspect, in one embodiment, based on the longitudinal horizontal force T that the longitudinal sheet pile can withstand 纵 , the longitudinal horizontal force T that the transverse sheet pile can withstand 横 , the longitudinal horizontal force T that the end plate can withstand 端 and the lever arm h of the longitudinal resultant force borne by the longitudinal sheet pile on the base 纵 , the lever arm h of the longitudinal resultant force borne by the transverse sheet pile on the base 横 , the lever arm h of the longitudinal resultant force borne by the end plate on the base 端 , calculate the anti-overturning stability coefficient K0 of the sheet pile type anchor foundation.

[0015] In combination with the second aspect, in one embodiment, based on the sum of the contact areas of the longitudinal sheet pile, the transverse sheet pile and the end plate with the bearing platform, the vertical force on the bottom surface of the bearing platform, the bending moment on the bottom surface of the bearing platform, and the area moment of inertia of the longitudinal sheet pile, the transverse sheet pile and the end plate around the centroid axis of the sheet pile assembly, calculate the normal stress of the sheet pile body of the sheet pile type anchor foundation.

[0016] In combination with the second aspect, in one embodiment, based on the area moment of the area above the shear stress calculation point of the sheet pile assembly with respect to the centroid axis of the sheet pile assembly, the shear force on the bottom surface of the bearing platform, the total thickness of the sheet pile assembly at the neutral axis of the sheet pile assembly, and the moment of inertia of the sheet pile assembly with respect to the centroid axis of the sheet pile assembly, calculate the shear stress of the sheet pile body of the sheet pile type anchor foundation.

[0017] The beneficial effects brought by the technical solution provided by the embodiment of the present application include:

[0018] By arranging a plurality of longitudinal sheet piles arranged horizontally at the bottom of the bearing platform, fixing a plurality of transverse sheet piles on the longitudinal sheet piles, and also fixing end plates at the bottom of the bearing platform, relying on the lateral resistance and end resistance of the longitudinal sheet piles, transverse sheet piles and end plates against the soil to resist external loads. Compared with the traditional technology that relies on the weight of the foundation to resist external loads, its economy is greatly improved, and large-scale excavation is not required, which can greatly improve the construction efficiency and solve the technical problems of large engineering quantity, large excavation quantity and poor economy in the related technology of conventional anchor foundation. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the drawings required for the description of the embodiments. Obviously, the drawings in the following description are only some embodiments of the present application. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0020] Figure 1 The bottom view schematic diagram of a sheet pile type anchor foundation provided by an embodiment of the present application;

[0021] Figure 2 Provided by an embodiment of the present application Figure 1 The sectional view taken along line A-A in

[0022] Figure 3 Provided by an embodiment of the present application Figure 1 The sectional view taken along line B-B in

[0023] Figure 4 Provided by an embodiment of the present application Figure 1 The sectional view taken along line C-C in

[0024] In the figure:

[0025] 1, bearing platform;

[0026] 2, sheet pile assembly; 21, longitudinal sheet pile; 22, transverse sheet pile; 23, end plate. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0027] In order to enable those skilled in the art to better understand the solutions of the present application, the following will clearly and completely describe the technical solutions in the embodiments of the present application with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only some embodiments of the present application, rather than all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present application.

[0028] The embodiment of the present application provides a sheet-pile type anchor foundation and its calculation method, which can solve the technical problems of large engineering quantity, large excavation quantity and poor economy in the related conventional anchor foundation technology.

[0029] See Figure 1 As shown, a sheet-pile type anchor foundation provided by the embodiment of the present application may include: a bearing platform 1, and a sheet-pile assembly 2 is fixed to the bottom of the bearing platform 1; the sheet-pile assembly 2 includes a plurality of longitudinal sheet-piles 21 arranged transversely, the longitudinal sheet-piles 21 are fixed to the bottom surface of the bearing platform 1 and extend longitudinally, and a plurality of transverse sheet-piles 22 are fixedly arranged on each longitudinal sheet-pile 21, and the plurality of transverse sheet-piles 22 on each longitudinal sheet-pile 21 are arranged longitudinally and are all fixed to the bottom surface of the bearing platform 1; the sheet-pile assembly 2 further includes an end plate 23 fixed to the bottom surface of the bearing platform 1, and the end plate 23 is perpendicular to the longitudinal sheet-piles 21.

[0030] See Figure 1 and Figure 2 As shown, in this embodiment, the bearing platform 1 is preferably a cuboid structure. At least one row of longitudinal sheet-piles 21 is arranged transversely on the bottom surface of the bearing platform 1. The longitudinal sheet-piles 21 are parallel to each other, and the structural shapes of each longitudinal sheet-pile 21 are the same. In this embodiment, each longitudinal sheet-pile 21 is preferably a longitudinally long plate shape, the longitudinal sheet-piles 21 extend linearly longitudinally, and the transverse sheet-piles 22 also extend linearly transversely, so that the transverse sheet-piles 22 are perpendicular to the longitudinal sheet-piles 21. At the same time, an end plate 23 is also fixed to the bottom of the bearing platform 1. The end plate 23 can be connected to the longitudinal sheet-piles 21 or can be arranged at intervals. In this embodiment, the end plate 23 is preferably connected to a plurality of longitudinal sheet-piles 21 as a whole. In this embodiment, in addition to the above-mentioned longitudinal sheet-piles 21, transverse sheet-piles 22 and end plate 23, the sheet-pile assembly 2 may further include other sheet-pile structures, which will not be elaborated here.

[0031] In this embodiment, a plurality of longitudinal sheet piles 21 arranged horizontally are provided at the bottom of the bearing platform 1, and a plurality of transverse sheet piles 22 are fixed on the longitudinal sheet piles 21. At the same time, an end plate 23 is also fixed at the bottom of the bearing platform 1. The longitudinal sheet piles 21 mainly rely on the frictional force on the contact surface between the side surface of the longitudinal sheet piles 21 and the soil to resist the horizontal force of the anchor foundation. The transverse sheet piles 22 are arranged horizontally along the transverse direction of the anchor foundation and are vertically crossed with the longitudinal sheet piles 21. The transverse sheet piles 22 mainly rely on the resistance on the contact surface between the front surface of the transverse sheet piles 22 and the soil to resist the horizontal force of the anchor foundation. At the same time, the transverse sheet piles 22 also have a transverse stiffening effect on the longitudinal sheet piles 21. The end plate 23 is arranged at the front end of the anchor foundation and is perpendicular to the longitudinal sheet piles 21. The end plate 23 mainly relies on the end resistance on the contact surface between the end plate 23 and the soil to resist the horizontal force of the anchor foundation. After the longitudinal sheet piles 21, the transverse sheet piles 22 and the end plate 23 are connected through the bearing platform 1, they can work together. If the sum of the resistances of the three is greater than the main cable force of the anchor foundation, then this anchor foundation meets the structural stress requirements. This embodiment relies on the side resistance and end resistance between the longitudinal sheet piles 21, the transverse sheet piles 22 and the end plate 23 and the soil to resist the external load. Compared with the traditional technology that relies on the weight of the foundation to resist the external load, its economy is greatly improved, and large-scale excavation is not required, which can greatly improve the construction efficiency and solve the technical problems of large engineering quantity, large excavation quantity and poor economy in the related technology of conventional anchor foundations.

[0032] Further, in one embodiment, as shown in Figure 1 and Figure 2 , the plurality of longitudinal sheet piles 21 are arranged at intervals horizontally. In this embodiment, a row of longitudinal sheet piles 21 are evenly arranged horizontally, and there is a certain distance between each longitudinal sheet pile 21 horizontally, and the distance between any two adjacent longitudinal sheet piles 21 is equal. In this embodiment, the longitudinal sheet piles 21 are arranged at intervals horizontally, which can increase the contact area between the plurality of longitudinal sheet piles 21 and the soil, and at the same time reduce the mutual influence between the longitudinal sheet piles 21.

[0033] Further, in some embodiments, the plurality of transverse sheet piles 22 on each longitudinal sheet pile 21 are arranged at intervals longitudinally, and the transverse sheet piles 22 on two adjacent longitudinal sheet piles 21 are arranged at intervals. As shown in Figure 1 and Figure 4 , the plurality of transverse sheet piles 22 on each longitudinal sheet pile 21 are evenly arranged at a certain distance longitudinally, which can increase the contact area between the plurality of transverse sheet piles 22 and the soil, and at the same time reduce the mutual influence between the transverse sheet piles 22. Moreover, the transverse sheet piles 22 on two adjacent longitudinal sheet piles 21 are not connected together, but are spaced apart from each other. Such an arrangement can further reduce the mutual influence between two adjacent longitudinal sheet piles 21.

[0034] Further, preferably, as shown in Figure 1As shown, the transverse sheet piles 22 on two adjacent longitudinal sheet piles 21 are aligned with each other horizontally, and the transverse sheet piles 22 on each longitudinal sheet pile 21 are symmetrically arranged on opposite sides of the longitudinal sheet pile 21 horizontally. In this embodiment, taking the example that 6 transverse sheet piles 22 are arranged on each longitudinal sheet pile 21, the 6 transverse sheet piles 22 on any two adjacent longitudinal sheet piles 21 are aligned with each other one by one. For example, the leftmost transverse sheet pile 22 on each longitudinal sheet pile 21 is arranged in a straight line horizontally, so that the 6 transverse sheet piles 22 on a row of longitudinal sheet piles 21 are arranged in 6 rows horizontally; at the same time, for each transverse sheet pile 22, half of the transverse sheet piles 22 are located on one side of the longitudinal sheet pile 21, and the other half of the transverse sheet piles 22 are located on the other side of the longitudinal sheet pile 21, so that the transverse sheet piles 22 are symmetrically arranged on the longitudinal sheet pile 21. With such an arrangement, not only is the structure of the sheet pile assembly 2 simple, but also the force is more evenly distributed.

[0035] Further, in one embodiment, the end plate 23 is fixed to one end of all the longitudinal sheet piles 21. In this embodiment, all the longitudinal sheet piles 21 are fixed to the bearing platform 1, all the transverse sheet piles 22 are also fixed to the bearing platform 1, and at the same time the end plate 23 is also fixed to the bearing platform 1, so that all the longitudinal sheet piles 21, transverse sheet piles 22 and end plate 23 can be connected into an integral body through the bearing platform 1 to cooperate in bearing force; at the same time, the end plate 23 is also fixed to all the longitudinal sheet piles 21, so that the end plate 23 connects all the longitudinal sheet piles 21 into an integral body, and the longitudinal sheet piles 21 further connect all the transverse end plates 23 into an integral body, that is, the longitudinal sheet piles 21, transverse sheet piles 22 and end plate 23 are not only connected into an integral body through the bearing platform 1, but also are connected to each other into an integral body, further enhancing the cooperative bearing force.

[0036] In one embodiment, as shown in Figure 1 the number of the transverse sheet piles 22 on each longitudinal sheet pile 21 is the same and evenly distributed. In this embodiment, Figure 1 and Figure 3 show that a total of 6 longitudinal sheet piles 21 are arranged on the bottom surface of the bearing platform 1, 6 transverse sheet piles 22 are arranged on each longitudinal sheet pile 21, and the transverse sheet piles 22 on each longitudinal sheet pile 21 are evenly spaced.

[0037] The embodiment of the present application also provides a calculation method for the above-mentioned sheet pile type anchor foundation, and the calculation method may include foundation stability calculation and bearing capacity calculation. Among them, the foundation stability calculation mainly includes anti-slip stability calculation and anti-overturning stability calculation.

[0038] The sheet pile type anchor foundation in this embodiment can adopt the sheet pile type anchor foundation provided in any of the above embodiments. The sheet pile type anchor foundation may include: a bearing platform 1, and a sheet pile assembly 2 is fixedly arranged at the bottom of the bearing platform 1; the sheet pile assembly 2 includes a plurality of longitudinal sheet piles 21 arranged transversely, the longitudinal sheet piles 21 are fixed to the bottom surface of the bearing platform 1 and extend longitudinally, and a plurality of transverse sheet piles 22 are fixedly arranged on each longitudinal sheet pile 21, and the plurality of transverse sheet piles 22 on each longitudinal sheet pile 21 are arranged longitudinally and are all fixed to the bottom surface of the bearing platform 1; the sheet pile assembly 2 further includes an end plate 23 fixed to the bottom surface of the bearing platform 1, and the end plate 23 is perpendicular to the longitudinal sheet piles 21.

[0039] Further, in one embodiment, as shown in Figure 1 the figure, the plurality of longitudinal sheet piles 21 are arranged at intervals transversely. In this embodiment, a row of longitudinal sheet piles 21 are evenly arranged transversely, there is a certain distance between each two longitudinal sheet piles 21 transversely, and the distance between any two adjacent longitudinal sheet piles 21 is equal. Arranging each longitudinal sheet pile 21 at intervals transversely in this embodiment can increase the contact area between the plurality of longitudinal sheet piles 21 and the soil body, and at the same time reduce the mutual influence between the longitudinal sheet piles 21.

[0040] Further, in some embodiments, the plurality of transverse sheet piles 22 on each longitudinal sheet pile 21 are arranged at intervals longitudinally, and the transverse sheet piles 22 on two adjacent longitudinal sheet piles 21 are arranged at intervals.

[0041] Further, preferably, as shown in Figure 1 the figure, the transverse sheet piles 22 on two adjacent longitudinal sheet piles 21 are arranged transversely in one-to-one correspondence, and the transverse sheet piles 22 on each longitudinal sheet pile 21 are symmetrically arranged on opposite sides of the longitudinal sheet pile 21 transversely.

[0042] Further, in one embodiment, the end plate 23 is fixed to one ends of all the longitudinal sheet piles 21. In this embodiment, all the longitudinal sheet piles 21 are fixed to the bearing platform 1, all the transverse sheet piles 22 are also fixed to the bearing platform 1, and at the same time the end plate 23 is also fixed to the bearing platform 1, so that all the longitudinal sheet piles 21, transverse sheet piles 22 and end plate 23 can be connected into a whole through the bearing platform 1 to jointly bear force; at the same time, the end plate 23 is also fixed to all the longitudinal sheet piles 21, so that the end plate 23 connects all the longitudinal sheet piles 21 into a whole, and the longitudinal sheet piles 21 further connect all the transverse end plates 23 into a whole, that is, the longitudinal sheet piles 21, transverse sheet piles 22 and end plate 23 are not only connected into a whole through the bearing platform 1, but also are connected to each other, further enhancing the joint force bearing.

[0043] In one embodiment, as shown in Figure 1As shown, the number of the transverse sheet piles 22 on each of the longitudinal sheet piles 21 is the same and they are evenly distributed. In this embodiment, Figure 1 A total of 6 longitudinal sheet piles 21 are arranged on the bottom surface of the bearing platform 1 shown, and 6 transverse sheet piles 22 are arranged on each longitudinal sheet pile 21, and the transverse sheet piles 22 on each longitudinal sheet pile 21 are evenly spaced.

[0044] When calculating the anti-sliding stability coefficient K of the sheet pile anchor foundation c based on the longitudinal horizontal force T that the longitudinal sheet pile 21 can withstand 纵 the longitudinal horizontal force T that the transverse sheet pile 22 can withstand 横 the longitudinal horizontal force T that the end plate 23 can withstand 端 and each horizontal external force received by the sheet pile anchor foundation, calculate the anti-sliding stability coefficient K of the sheet pile anchor foundation c .

[0045] In this embodiment, when calculating the stability, first calculate the longitudinal horizontal force that each type of sheet pile can withstand and the lever arm of the resultant longitudinal force borne by each sheet pile with respect to the base, that is, the longitudinal horizontal force T that the longitudinal sheet pile 21 can withstand 纵 the longitudinal horizontal force T that the transverse sheet pile 22 can withstand 横 and the longitudinal horizontal force T that the end plate 23 can withstand 端 , as well as the lever arm h of the resultant longitudinal force borne by the longitudinal sheet pile 21 with respect to the base 纵 the lever arm h of the resultant longitudinal force borne by the transverse sheet pile 22 with respect to the base 橫 the lever arm h of the resultant longitudinal force borne by the end plate 23 with respect to the base 端 . Among them, the base is the bottom surface of the entire sheet pile assembly 2.

[0046] Preferably, in this embodiment, the calculation formula of the anti-sliding stability coefficient K of the sheet pile anchor foundation c is:

[0047] K c = ∑(T 纵 + T 横 + T 端 ) / ∑T i ,

[0048] In the formula, T i is each horizontal external force received by the entire sheet pile anchor foundation; when designing the sheet pile anchor foundation, the anti-sliding stability coefficient K calculated using the above formula c shall meet the requirements of relevant specifications.

[0049] Furthermore, in one embodiment, based on the longitudinal horizontal force T that the longitudinal sheet pile 21 can withstand 纵 the longitudinal horizontal force T that the transverse sheet pile 22 can withstand 橫, the longitudinal horizontal force T that the end plate 23 can withstand 端 and the lever arm h of the longitudinal resultant force borne by the longitudinal sheet pile 21 with respect to the foundation base 纵 , the lever arm h of the longitudinal resultant force borne by the transverse sheet pile 22 with respect to the foundation base 横 , the lever arm h of the longitudinal resultant force borne by the end plate 23 with respect to the foundation base 端 , calculate the anti-overturning stability coefficient K0 of the sheet pile type anchor foundation.

[0050] In this embodiment, the calculation formula for the anti-overturning stability coefficient K0 of the sheet pile type anchor foundation is:

[0051] K0 = s∑P i / [∑P i e i + ∑(T i h i + T 纵 h 纵 + T 横 h 横 + T 端， h 端 )],

[0052] In the formula, s is the distance between the section centroid of the sheet pile assembly 2 and the overturning axis; P i is the vertical forces received by the sheet pile type anchor foundation; e i is the lever arm of the vertical forces received by the sheet pile type anchor foundation with respect to the check calculation centroid; T i is the horizontal external forces received by the entire sheet pile type anchor foundation; h i is the lever arm of the horizontal external forces with respect to the foundation base, and the foundation base is the bottom surface of the entire sheet pile assembly 2.

[0053] Furthermore, in one embodiment, the bearing capacity calculation of the sheet pile type anchor foundation mainly includes the calculation of the normal stress and shear stress of the sheet pile body. When calculating, it is considered that the bearing platform 1 is completely rigid, and the forces on each sheet pile satisfy the plane section assumption. Here, the sheet pile body refers to the sheet pile body of the sheet pile assembly 2. When calculating the normal stress of the sheet pile body, based on the sum of the contact areas of the longitudinal sheet pile 21, the transverse sheet pile 22 and the end plate 23 with the bearing platform 1, the vertical force on the bottom surface of the bearing platform 1, the bending moment on the bottom surface of the bearing platform 1, and the area moment of inertia of each of the longitudinal sheet pile 21, the transverse sheet pile 22 and the end plate 23 about the centroid axis of the sheet pile assembly 2, calculate the normal stress of the sheet pile type anchor foundation.

[0054] In this embodiment, the maximum normal stress of the sheet pile body can be calculated according to the following formula: σ max = N / A + M / W; the minimum normal stress of the sheet pile body can be calculated according to the following formula: σ min = N / A - M / W.

[0055] In the formula, N is the vertical force at the bottom surface of the bearing platform 1, M is the bending moment at the bottom surface of the bearing platform 1, A is the sum of the contact areas of the longitudinal sheet piles 21, the transverse sheet piles 22 and the end plates 23 with the bearing platform 1, and W is the area moment of inertia of each of the longitudinal sheet piles 21, the transverse sheet piles 22 and the end plates 23 about the centroid axis of the sheet pile assembly 2.

[0056] Preferably, based on the area moment of the area above the shear stress calculation point of the sheet pile assembly 2 about the centroid axis of the sheet pile assembly 2, the shear force at the bottom surface of the bearing platform 1, the total thickness of the sheet pile assembly 2 at the neutral axis of the sheet pile assembly 2, and the moment of inertia of the sheet pile assembly 2 about the centroid axis of the sheet pile assembly 2, the shear stress of the sheet pile type anchor foundation is calculated.

[0057] In this embodiment, the shear stress of the sheet pile body can be calculated according to the following formula: τ = TS / bI.

[0058] In the formula, T is the shear force at the bottom surface of the bearing platform 1; S is the area moment of the area above the shear stress calculation point of the sheet pile assembly 2 about the centroid axis of the sheet pile assembly 2; b is the total thickness of the sheet pile assembly 2 at the neutral axis of the sheet pile assembly 2; I is the moment of inertia of the sheet pile assembly 2 about the centroid axis of the sheet pile assembly 2. The calculated normal stress and shear stress need to meet the requirements of relevant specifications.

[0059] For this sheet pile type anchor foundation, the bearing capacity of the foundation soil layer also needs to be calculated. Substituting the loads at the bottom of the foundation into the normal stress and shear stress calculation formulas can obtain the bottom stress, and the bottom stress needs to meet the requirements of the soil layer bearing capacity.

[0060] This application proposes a new type of sheet pile type anchor foundation. This sheet pile type anchor foundation relies on the lateral resistance and end resistance between the sheet pile assembly 2 and the soil to resist external loads, while the related technology uses the foundation weight and ground friction to resist external loads. In comparison, the economy of this application is greatly improved, and the construction efficiency can also be significantly improved because large-scale excavation is not required.

[0061] In the description of this application, it should be noted that the orientation or positional relationship indicated by terms such as "upper" and "lower" is based on the orientation or positional relationship shown in the drawings. It is only for the convenience of describing this application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, so it cannot be understood as a limitation to this application. Unless otherwise clearly specified and limited, the terms "installation", "connection" and "connection" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in this application can be understood according to specific situations.

[0062] It should be noted that in this application, relational terms such as "first" and "second" are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the term "comprising", "including" or any other variant thereof is intended to cover non-exclusive inclusion, such that a process, method, article or device comprising a series of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article or device. Without further limitation, an element defined by the statement "comprising an..." does not exclude the presence of additional identical elements in the process, method, article or device comprising the element.

[0063] The above are only specific embodiments of the present application, enabling those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be obvious to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to these embodiments shown herein, but rather to the broadest scope consistent with the principles and novel features claimed herein.

Claims

1. A sheet pile anchor foundation, characterized in that: It includes: A capping platform (1), a sheet pile assembly (2) being fixed at the bottom of the capping platform (1); The sheet pile assembly (2) comprises a plurality of longitudinal sheet piles (21) arranged in a transverse direction, the longitudinal sheet piles (21) being fixed to the bottom surface of the cap (1) and extending in the longitudinal direction, each of the longitudinal sheet piles (21) being fixed with a plurality of transverse sheet piles (22), and the plurality of transverse sheet piles (22) on each of the longitudinal sheet piles (21) being arranged in the longitudinal direction and fixed to the bottom surface of the cap (1); The sheet pile assembly (2) further comprises an end plate (23) fixed to the bottom surface of the cap (1), wherein the end plate (23) is perpendicular to the longitudinal sheet piles (21).

2. The sheet pile anchor foundation according to claim 1, characterized in that: A plurality of the longitudinal sheet piles (21) are arranged at intervals in the transverse direction.

3. The sheet pile anchor foundation according to claim 1, characterized in that: The plurality of transverse sheet piles (22) on each of the longitudinal sheet piles (21) are arranged at intervals in the longitudinal direction, and the transverse sheet piles (22) on two adjacent longitudinal sheet piles (21) are arranged at intervals.

4. The sheet pile anchor foundation according to claim 3, characterized in that: The transverse sheet piles (22) on two adjacent longitudinal sheet piles (21) are opposite to each other in the transverse direction, and the transverse sheet piles (22) on each longitudinal sheet pile (21) are symmetrically arranged on opposite sides of the longitudinal sheet pile (21) in the transverse direction.

5. The sheet pile anchor foundation according to claim 1, characterized in that: The end plate (23) is fixed to one end of all the longitudinal sheet piles (21).

6. The sheet pile anchor foundation according to claim 1, characterized in that: The number of the transverse sheet piles (22) on each of the longitudinal sheet piles (21) is the same and evenly distributed.

7. A calculation method for a sheet pile anchor foundation as claimed in claim 1, characterized in that: The calculation method includes: Based on the longitudinal horizontal force T that the longitudinal sheet pile (21) can withstand 纵 , the longitudinal horizontal force T that the transverse sheet pile (22) can withstand 横 , the longitudinal horizontal force T that the end plate (23) can withstand 端 And the horizontal external forces on the sheet pile anchor foundation, calculate the anti-sliding stability coefficient K of the sheet pile anchor foundation c .

8. The calculation method according to claim 7, characterized in that: Based on the longitudinal horizontal force T that the longitudinal sheet pile (21) can withstand 纵 , the longitudinal horizontal force T that the transverse sheet pile (22) can withstand 横 , the longitudinal horizontal force T that the end plate (23) can withstand 端 and the arm h of the longitudinal force borne by the longitudinal sheet pile (21) on the base 纵 , the arm h of the longitudinal force borne by the transverse sheet pile (22) on the base 横 , the arm h of the longitudinal force borne by the end plate (23) on the base 端 , calculate the anti-overturning stability coefficient K0 of the sheet pile anchor foundation.

9. The calculation method according to claim 7, characterized in that: The normal stress of the sheet body of the sheet pile type anchor foundation is calculated based on the sum of the contact areas of the longitudinal sheet piles (21), the transverse sheet piles (22) and the end plate (23) with the cap (1), the vertical force at the bottom of the cap (1), the bending moment at the bottom of the cap (1), and the area resistance moment of each of the longitudinal sheet piles (21), the transverse sheet piles (22) and the end plate (23) around the centroid axis of the sheet pile assembly (2).

10. The calculation method according to claim 7, characterized in that: The shear stress of the sheet body of the sheet pile anchor foundation is calculated based on the area moment of the area above the shear stress calculation point of the sheet pile assembly (2) to the centroidal axis of the sheet pile assembly (2), the bottom shear force of the pedestal (1), the total thickness of the sheet pile assembly (2) at the neutral axis of the sheet pile assembly (2), and the moment of inertia of the sheet pile assembly (2) to the centroidal axis of the sheet pile assembly (2).

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