Heliostat and heliostat pile foundation construction method
By setting shearing columns on the outer periphery of the pile body of the helix fixing bracket foundation and pouring concrete to form the helix fixing pile foundation, the problems of cumbersome construction processes, long construction periods and high noise in the existing construction methods are solved, and construction is reduced Difficulty and the effect of improving construction efficiency.
Patent Information
- Application Number
- CN202411553066.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-11-01
- Publication Date
- 2025-02-07
AI Technical Summary
The construction method of the existing heliostat bracket foundation of the photothermal power station has problems such as cumbersome construction procedures, long construction periods, noise and vibration. It is especially difficult to construct on dense sandy foundations, and the pile body is difficult to penetrate, which increases the construction difficulty and construction period. .
The lower end of the helix mirror column is used as the pile body, and multiple shear columns are set on the outer peripheral surface of the pile body, placed in the drilling hole and poured concrete to form the helix mirror pile foundation, satisfying the specific bending moment load bearing formula, Improve the bending resistance of the pile body.
It reduces construction difficulty and construction period, reduces noise and vibration, improves construction efficiency, and solves the problem of construction difficulties on dense sandy foundations.
Smart Images
Figure CN119392691A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of solar power generation, and in particular to a heliostat and a heliostat pile foundation construction method. Background Art
[0002] The PHC pile foundation scheme is mostly used for the heliostat support foundation of a solar thermal power station. This scheme pre-implants the PHC pile into the foundation soil, and then connects the heliostat support column (usually a round steel pipe) to the pile body through the pre-buried connector reserved at the top of the pile. The main load on the heliostat during operation is the wind load. When the heliostat is subjected to horizontal wind loads, a bending moment will be generated at the bottom of the heliostat support column and transferred to the pile body. The bending moment of the pile body is entirely borne by the horizontal bearing pressure of the soil on both sides of the pile body or the horizontal bearing pressure of plain concrete. And if the scheme of hammering into the PHC pile is adopted, the pile driver needs to be moved to the pile position and fixed during the construction of each pile foundation, and then the pile body of the pile position is hammered into the soil. The pile body makes the surrounding soil more compact through the soil squeezing effect, which is conducive to resisting horizontal loads. However, taking a 100MW solar thermal power station as an example, it is necessary to set up more than 10,000 heliostats, that is, more than 10,000 PHC piles need to be driven in. The construction process is cumbersome and the construction period is long. At the same time, the hammering pile driving process will generate obvious noise and vibration, which has a great adverse impact on the surrounding environment. If the project site is a dense sand foundation, there may be a problem that the pile body is difficult to drive in. If the method of pre-drilling in the soil, implanting PHC piles and pouring concrete is adopted, the construction process and construction equipment are simplified compared with the driving method, and the impact of hammering pile driving on the surrounding environment can be eliminated. Pre-drilling will not be difficult to construct due to the dense soil layer. However, in order to meet the bearing pressure requirements of the concrete on the pile side, the modulus of the concrete cross section needs to be large enough, that is, the width of the pile and the depth of the pile buried in the soil need to be large enough. Especially when the bending moment transmitted from the top of the pile is large, the deeper drilling and larger hole diameter increase the risk of hole collapse during construction, increase the difficulty of construction, and also increase the construction period and the amount of concrete poured. Summary of the invention
[0003] The present invention aims to solve one of the technical problems in the related art at least to a certain extent. To this end, an embodiment of the present invention provides a heliostat and a heliostat pile foundation construction method.
[0004] The heliostat pile foundation construction method according to the embodiment of the present invention comprises the following steps:
[0005] S1. Using the lower end of the heliostat column as a pile body, and arranging a plurality of shear columns on the outer peripheral surface of the pile body, wherein the shear columns extend in the radial direction of the pile body;
[0006] S2, drilling a hole on the ground, and placing the pile body with the shear column into the hole;
[0007] S3, pouring concrete into the borehole so that after the concrete solidifies, a heliostat pile foundation is formed that wraps the shear column and the pile body;
[0008] The heliostat pile foundation satisfies the following formula:
[0009]
[0010] In formula 1: M is the maximum bending moment that the pile with the shear column needs to withstand; f c is the design value of concrete compressive strength; W c The modulus of the concrete section for the embedded pile width and the pile embedment depth; A s is the sum of the cross-sectional areas of the shear columns in the plane of the pile top bending moment action; E c is the elastic modulus of concrete; D is the outer diameter of the pile body.
[0011] Therefore, the heliostat pile foundation construction method according to the embodiment of the present invention has the advantages of reducing construction difficulty and improving construction efficiency.
[0012] In some embodiments, in step S1, the plurality of shear columns are formed on the outer circumferential surface of the pile body into a plurality of shear column groups spaced apart in the circumferential direction, and each of the shear column groups includes at least two shear columns spaced apart in the vertical direction.
[0013] In some embodiments, in step S1, four shear column groups are arranged on the outer circumferential surface of the pile body and are spaced apart along the circumferential direction, two of the shear column groups are located on both sides of the pile body in the first direction, and two of the shear column groups are located on both sides of the pile body in the second direction, and any two of the first direction, the second direction and the up and down directions are perpendicular to each other.
[0014] In some embodiments, the heliostat columns are steel columns, and the shear columns are made of metal materials.
[0015] In some embodiments, an end of the shear column away from the pile body is provided with an end cap, and a cross-sectional area of the end cap is larger than a cross-sectional area of the shear column.
[0016] In some embodiments, the outer peripheral contour of the cross section of the heliostat column is circular;
[0017] The shear-resistant columns are studs, and the studs are welded on the circumference of the pile body.
[0018] In some embodiments, the calculation process of the maximum bending moment M that the pile body with the shear column needs to withstand includes the following formula:
[0019]
[0020] M1≤f c ·W c ……Formula 3
[0021]
[0022] M≤M1+M2……Formula 6
[0023] In equations 2 to 6: c is the compressive stress on the concrete at the pile side; M1 is the maximum bending moment that the pile body can withstand due to the mutual compression between the pile body periphery and the concrete contact surface; M2 is the maximum bending moment that the shear column can withstand due to the shearing effect between the part of the shear column embedded in the concrete and the concrete; M is the maximum bending moment that the pile body with the shear column needs to withstand; f c is the design value of concrete compressive strength; W c The modulus of the concrete section for the embedded pile width and the pile embedment depth; A s is the sum of the cross-sectional areas of the shear columns in the plane of the pile top bending moment action; E c is the elastic modulus of concrete; D is the outer diameter of the pile body.
[0024] In some embodiments, the calculation process of the maximum bending moment M that the pile body with the shear column needs to withstand includes the following steps: obtaining equation 3 based on equation 2, obtaining equation 5 based on equation 3 and equation 4, and obtaining equation 1 based on equation 5 and equation 6.
[0025] The present invention also provides a heliostat, comprising
[0026] Mirror body;
[0027] The bracket is used to support the mirror body, and the bracket includes a heliostat column. The lower end of the heliostat column is a pile body buried in underground concrete. The outer peripheral surface of the pile body is provided with a plurality of shear columns located in the concrete, and the shear columns extend radially along the pile body.
[0028] In some embodiments, four shear column groups arranged at intervals along the circumferential direction are arranged on the outer circumferential surface of the pile body, each of the shear column groups includes at least two shear columns arranged at intervals in the up and down directions, two of the shear column groups are located on both sides of the pile body in the first direction, and two of the shear column groups are located on both sides of the pile body in the second direction, and any two of the first direction, the second direction and the up and down directions are perpendicular to each other. BRIEF DESCRIPTION OF THE DRAWINGS
[0029] Figure 1 is a schematic diagram of a heliostat pile foundation according to an embodiment of the present invention.
[0030] Figure 2Schematic diagram of a pile body with a shear column according to an embodiment of the present invention.
[0031] Figure numerals: pile body 1, shear column 2, concrete 3, drill hole 4. DETAILED DESCRIPTION
[0032] Embodiments of the present invention are described in detail below, and examples of the embodiments are shown in the accompanying drawings. The embodiments described below with reference to the accompanying drawings are exemplary and intended to be used to explain the present invention, but should not be understood as limiting the present invention.
[0033] The following describes the heliostat pile foundation construction method according to an embodiment of the present invention with reference to the accompanying drawings. Figure 1 and Figure 2 As shown, the present invention further proposes a heliostat. The heliostat pile foundation construction method of the embodiment of the present invention is specifically described below in conjunction with the heliostat of the embodiment of the present invention.
[0034] The heliostat of the embodiment of the present invention includes a mirror body (not shown in the figure) and a bracket, the bracket is used to support the mirror body, the bracket includes a heliostat column, the lower end of the heliostat column is a pile body 1 buried in underground concrete 3, the outer peripheral surface of the pile body 1 is provided with a plurality of shear columns 2 located in the concrete 3, and the shear columns 2 extend radially along the pile body 1. Specifically, the pile body 1 is a circular tubular structure.
[0035] The heliostat pile foundation construction method according to an embodiment of the present invention comprises the following steps:
[0036] S1. The lower end of the heliostat column is used as a pile body 1. A plurality of shear columns 2 are arranged on the outer peripheral surface of the pile body 1. The shear columns 2 extend in the radial direction of the pile body 1.
[0037] S2. Drill a hole 4 on the ground, and place the pile body 1 with the shear column 2 into the hole 4.
[0038] S3, pouring concrete 3 into the borehole 4 so that after the concrete 3 solidifies, a heliostat pile foundation is formed that wraps the shear column 2 and the pile body 1. Specifically, the concrete fills the entire borehole 4 and wraps the pile body 1 and the shear column 2 therein.
[0039] The heliostat pile foundation satisfies the following formula:
[0040]
[0041] In formula 1: M is the maximum bending moment that the pile body 1 with the shear column 2 needs to withstand, that is, M is the maximum bending moment transmitted to the top of the pile body 1 by the mirror body and the bracket above the pile body 1, and M is the calculated maximum bending moment value that the pile body 1 needs to withstand.
[0042] f c is the design value of concrete 3 compressive strength.
[0043] W c is the modulus of the concrete section 3 for the embedded pile width and the pile embedment depth, that is, W c is the outer diameter of the embedded pile body 1 and the modulus of the concrete 3 section at the embedding depth of the pile body 1.
[0044] A s It is the sum of the cross-sectional areas of the shear columns 2 in the plane of action of the pile top bending moment. Therefore, a plurality of spaced shear columns 2 are arranged around the pile body 1 to increase the sum of the cross-sectional areas of the shear columns 2 in the planes of action of the bending moment.
[0045] E c is the elastic modulus of concrete 3. D is the outer diameter of pile body 1.
[0046] The calculation process of the maximum bending moment M that the pile body 1 with the shear column 2 needs to withstand includes the following formula:
[0047]
[0048] M1≤f c ·W c ……Formula 3
[0049]
[0050] M≤M1+M2……Formula 6
[0051] In equations 2 to 6: c It is the compressive stress on the pile side concrete 3, that is, the compressive stress on the concrete 3 on the outer peripheral surface of the pile body 1.
[0052] M1 is the maximum bending moment that the pile body 1 can withstand due to the mutual compression between the circumferential side (surface) and the contact surface of the concrete 3, that is, M1 is the maximum bending moment that the pile body 1 can withstand due to the bearing pressure generated by the constraint of the concrete 3 on the pile body 1 after the outer circumferential surface of the pile body 1 is wrapped by the concrete 3.
[0053] M2 is the maximum bending moment that the shear column 2 can withstand due to the shear effect between the part of the shear column 2 embedded in the concrete 3 and the concrete 3, that is, M2 is the maximum bending moment that the concrete 3 can withstand due to the shear effect generated by the constraint of the shear column 2 after the shear column 2 on the pile body 1 is wrapped by the concrete 3.
[0054] The sum of M1 and M2 is greater than or equal to M, where M is the maximum bending moment that the pile body 1 with the shear column 2 needs to withstand. In other words, the sum of the maximum bending moment M1 that the pile body 1 can withstand due to the mutual compression between the outer peripheral surface and the contact surface of the concrete 3 and the maximum bending moment M2 that the pile body 1 can withstand due to the shear effect between the shear column 2 and the concrete 3 is greater than the maximum bending moment M that the pile body 1 needs to withstand, so that the pile body 1 with the shear column 2 can remain stable in the concrete 3 and is not prone to tipping over.
[0055] The calculation process of the maximum bending moment M that the pile body 1 with the shear column 2 needs to withstand includes the following steps: obtaining equation 3 according to equation 2, obtaining equation 5 according to equation 3 and equation 4, substituting equation 6 into equation 5 and obtaining equation 1 through simplification.
[0056] According to the conditions of formula 1, after calculating the maximum bending moment value that the pile body 1 needs to withstand, the outer diameter of the pile body 1 and the position and size of the shear column 2 are controlled so that f c , W c , A s 、E c After the values of and D are substituted into Formula 1, the heliostat pile foundation satisfies the conditions of Formula 1, so that the heliostat pile foundation can stably support the mirror body, and the pile body 1 is not easy to fall over.
[0057] In some embodiments, the calculation process of the maximum bending moment M that the pile body 1 with the shear column 2 needs to withstand includes the following formula:
[0058]
[0059] In formula 7, h is the depth of pile 1 buried in the soil, b Fc is the width (outer diameter) of the pile body 1.
[0060] In some embodiments, in step S1, a plurality of shear columns 2 are formed on the outer circumferential surface of the pile body 1 to form a plurality of shear column groups spaced apart in the circumferential direction, and each shear column group includes at least two shear columns 2 spaced apart in the vertical direction. Thus, the outer circumferential surface of the pile body 1 can be provided with spaced apart shear columns 2 in both the circumferential direction and the vertical direction, and the axial direction of each shear column 2 is consistent with the radial direction of the pile body 1.
[0061] In some embodiments, in step S1, four shear column groups spaced circumferentially are provided on the outer circumferential surface of the pile body 1, that is, four shear column groups spaced circumferentially are provided on the outer circumferential surface of the pile body 1. Two shear column groups are located on both sides of the pile body 1 in the first direction, and two shear column groups are located on both sides of the pile body 1 in the second direction, and any two of the first direction, the second direction and the up-down direction are perpendicular to each other. Specifically, the symmetrically arranged shear column groups can make the shear force generated by the shear column 2 on the pile body 1 more evenly distributed. For example, two shear column groups are located on both sides of the pile body 1 in the front-to-back direction, and two shear column groups are located on both sides of the pile body 1 in the left-to-right direction. Each shear column group includes a plurality of shear columns 2 spaced apart in the up-down direction.
[0062] like Figure 1 and Figure 2 As shown, in some embodiments, the heliostat column is a steel column, that is, the pile body 1 is a steel column. The outer peripheral contour of the cross section of the heliostat column is circular. For example, the heliostat column is a circular steel pipe.
[0063] The shear column 2 is made of metal material. An end of the shear column 2 away from the pile body 1 is provided with a terminal, and the cross-sectional area of the terminal is larger than the cross-sectional area of the shear column 2. For example, the shear column 2 is a stud, and the stud is welded to the peripheral side of the pile body 1.
[0064] The heliostat pile foundation construction method of the embodiment of the present invention reserves the required length of the pile body 1 (steel pile) during the processing of the heliostat column, and the lower section of the heliostat column is also used as the pile body 1, and the shear column 2 (cylindrical head bolt) is welded to the outer surface of the side wall of the steel pile within the length of the pile body 1, and then the pile body 1 with the shear column 2 (cylindrical head bolt) is inserted into the pre-drilled hole 4, and finally the gap between the pile body 1 and the drilled hole is filled with concrete 3. As a result, the bending moment transmitted from the top of the pile body 1 is not only borne by the bearing pressure of the concrete on both sides of the pile body, but also by the vertical shear bearing capacity of the shear column 2 (cylindrical head bolt) on the side of the pile body 1. Due to the addition of an additional force transmission path, the pile diameter and the length of the pile buried in the soil can be reduced, thereby reducing the drilling depth and hole diameter during construction, reducing the risk of hole collapse during drilling, reducing the construction difficulty, saving construction time, and saving the amount of grouting concrete. In addition, the pile foundation and heliostat support column of this solution are an integrated structure, which eliminates the process of connecting and installing the heliostat support column to the pile top, and also saves the installation time of the upper support, thereby improving construction efficiency.
[0065] Therefore, the heliostat pile foundation construction method according to the embodiment of the present invention has the advantages of reducing construction difficulty and improving construction efficiency.
[0066] In the description of the present invention, it is to be understood that the terms “center”, “longitudinal”, “lateral”, “length”, “width”, “thickness”, “up”, “down”, “front”, “back”, “left”, “right”, “vertical”, “horizontal”, “top”, “bottom”, “inside”, “outside”, “clockwise”, “counterclockwise”, “axial”, “radial”, “circumferential”, etc., indicating orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.
[0067] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In the description of the present invention, the meaning of "plurality" is at least two, such as two, three, etc., unless otherwise clearly and specifically defined.
[0068] In the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral one; it can be a mechanical connection, an electrical connection, or communication with each other; it can be a direct connection, or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements, unless otherwise clearly defined. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.
[0069] In the present invention, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may mean that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. Moreover, a first feature being "above", "above" or "above" a second feature may mean that the first feature is directly above or obliquely above the second feature, or simply means that the first feature is higher in level than the second feature. A first feature being "below", "below" or "below" a second feature may mean that the first feature is directly below or obliquely below the second feature, or simply means that the first feature is lower in level than the second feature.
[0070] In the present invention, the terms "one embodiment", "some embodiments", "examples", "specific examples", or "some examples" etc. mean that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the described specific features, structures, materials or characteristics may be combined in any one or more embodiments or examples in a suitable manner. In addition, those skilled in the art may combine and combine the different embodiments or examples described in this specification and the features of the different embodiments or examples, without contradiction.
[0071] Although the embodiments of the present invention have been shown and described above, it is to be understood that the above embodiments are exemplary and are not to be construed as limitations of the present invention. A person skilled in the art may change, modify, replace and vary the above embodiments within the scope of the present invention.
Claims
1. A heliostat pile foundation construction method, characterized in that: The following steps are involved: S1. Using the lower end of the heliostat column as a pile body, and arranging a plurality of shear columns on the outer peripheral surface of the pile body, wherein the shear columns extend in the radial direction of the pile body; S2, drilling a hole on the ground, and placing the pile body with the shear column into the hole; S3, pouring concrete into the borehole so that after the concrete solidifies, a heliostat pile foundation is formed that wraps the shear column and the pile body; The heliostat pile foundation satisfies the following formula: In formula 1: M is the maximum bending moment that the pile with the shear column needs to withstand; f c is the design value of concrete compressive strength; W c The modulus of the concrete section for the embedded pile width and the pile embedment depth; A s is the sum of the cross-sectional areas of the shear columns in the plane of the pile top bending moment action; E c is the elastic modulus of concrete; D is the outer diameter of the pile body.
2. The heliostat pile foundation construction method according to claim 1, characterized in that: In the step S1, a plurality of the shear columns are formed on the outer circumferential surface of the pile body into a plurality of shear column groups spaced apart in the circumferential direction, and each of the shear column groups includes at least two shear columns spaced apart in the vertical direction.
3. The heliostat pile foundation construction method according to claim 2, characterized in that: In the step S1, four shear column groups are arranged on the outer circumferential surface of the pile body at intervals along the circumferential direction, two of the shear column groups are located on both sides of the pile body in the first direction, and two of the shear column groups are located on both sides of the pile body in the second direction, and any two of the first direction, the second direction and the up-down direction are perpendicular to each other.
4. The heliostat pile foundation construction method according to claim 1, characterized in that: The heliostat columns are steel columns, and the shear-resistant columns are made of metal materials.
5. The heliostat pile foundation construction method according to claim 4, characterized in that: An end of the shear column away from the pile body is provided with an end head, and the cross-sectional area of the end head is larger than the cross-sectional area of the shear column.
6. The heliostat pile foundation construction method according to claim 4, characterized in that: The outer peripheral contour of the cross section of the heliostat column is circular; The shear-resistant columns are studs, and the studs are welded on the circumference of the pile body.
7. The heliostat pile foundation construction method according to any one of claims 1 to 6, characterized in that: The calculation process of the maximum bending moment M that the pile body with the shear column needs to withstand includes the following formula: M≤fc·Wc Formula 3 M≤M+M2……Formula 6 In formulas 2 to 6: σc is the compressive stress of the concrete on the pile side; M1 is the maximum bending moment that the pile body can withstand due to the mutual compression between the surrounding side of the pile body and the contact surface of the concrete; M2 is the maximum bending moment that the shear column can withstand due to the shear effect between the part of the shear column embedded in the concrete and the concrete; M is the maximum bending moment that the pile body with the shear column needs to withstand; f c is the design value of concrete compressive strength; W c The modulus of the concrete section for the embedded pile width and the pile embedment depth; A s is the sum of the cross-sectional areas of the shear columns in the plane of the pile top bending moment action; E c is the elastic modulus of concrete; D is the outer diameter of the pile body.
8. The heliostat pile foundation construction method according to claim 7, characterized in that: The calculation process of the maximum bending moment M that the pile body with the shear column needs to withstand includes the following steps: Formula 3 is obtained according to Formula 2, Formula 5 is obtained according to Formula 3 and Formula 4, and Formula 1 is obtained according to Formula 5 and Formula 6.
9. A heliostat, characterized in that: include Mirror body; The bracket is used to support the mirror body, and the bracket includes a heliostat column. The lower end of the heliostat column is a pile body buried in underground concrete. The outer peripheral surface of the pile body is provided with a plurality of shear columns located in the concrete, and the shear columns extend radially along the pile body.
10. The heliostat according to claim 9, characterized in that: Four shear column groups arranged at intervals along the circumferential direction are arranged on the outer circumferential surface of the pile body, each of the shear column groups includes at least two shear columns arranged at intervals in the up and down directions, two of the shear column groups are located on both sides of the pile body in the first direction, and two of the shear column groups are located on both sides of the pile body in the second direction, and any two of the first direction, the second direction and the up and down directions are perpendicular to each other.