A photovoltaic support and a method for determining its bearing capacity

Abstract

An embodiment of the present invention provides a photovoltaic support and a method for determining its bearing capacity. The photovoltaic support includes: a steel pipe pile for fixing a photovoltaic panel; wing plates symmetrically and longitudinally arranged on both sides of the steel pipe pile; wherein, the wing plates penetrate into the ground along with the steel pipe pile, and the vertical bearing capacity, horizontal bearing capacity and shear strength of the wing plates of the steel pipe pile with wing plates are determined according to the parameter data of the photovoltaic support in combination with the parameter data of the soil. The embodiment of the present invention significantly improves the vertical, horizontal and uplift bearing capacities of the photovoltaic support foundation while greatly reducing the steel consumption and construction cost.

Description

Technical Field

[0001] The embodiments of the present invention relate to the technical field of photovoltaic supports, and particularly to a photovoltaic support and a method for determining its bearing capacity. Background Art

[0002] Photovoltaic supports are crucial components in a photovoltaic power generation system. They provide stable support for photovoltaic panels, ensuring the safe and stable operation of photovoltaic panels under various climatic conditions. Currently, there are various forms of pile foundations for photovoltaic supports. When the horizontal bearing capacity of the foundation piles does not meet the requirements, the most obvious measure is to increase the diameter of the pile foundation, but at the same time, the steel consumption will also increase significantly. There are also those using spiral steel pipe pile foundations. By screwing galvanized steel pipe piles with spiral blades into the soil, the construction speed is fast, there is no earth excavation volume, and the vegetation in the field area is protected to the greatest extent. The compressive and uplift bearing capacities of the pile foundation are improved through the blades, but its horizontal bearing capacity is relatively low. There are also those using bored cast-in-place pile foundations. The construction speed is relatively fast and it is widely used in most soil layers, but the construction quality requirements are relatively high. The foundation above the ground needs formwork curing, and it is easy to have hole collapse in sandy soil foundations. There are also those using prestressed concrete pipe pile foundations. The forming quality is stable and the strength is high, but during the construction process, it is not easy to control the pile top elevation, the construction difficulty is relatively large, and it is easy to be damaged by frost heaving in northern regions with shallow groundwater. Summary of the Invention

[0003] The technical problem to be solved by the embodiments of the present invention is to provide a photovoltaic support and a method for determining its bearing capacity, which can significantly improve the vertical, horizontal and uplift bearing capacities of the photovoltaic support foundation while greatly reducing the steel consumption and construction cost.

[0004] To solve the above technical problem, the technical solution of the embodiments of the present invention is as follows:

[0005] A photovoltaic support, comprising:

[0006] Steel pipe piles for fixing photovoltaic panels;

[0007] Wing plates symmetrically and longitudinally arranged on both sides of the steel pipe piles;

[0008] Wherein, the wing plates follow the steel pipe piles into the ground, and the vertical bearing capacity, horizontal bearing capacity of the steel pipe piles with wing plates and the shear strength of the wing plates are determined according to the parameter data of the photovoltaic support combined with the parameter data of the soil.

[0009] Optionally, the steel pipe piles include:

[0010] Pile bodies entering the soil;

[0011] Pile bodies above the soil arranged on the top of the pile bodies entering the soil;

[0012] Among them, the wing plates are symmetrically arranged on both axial sides of the soil-inserting pile body, and fixing bolts and through bolts are provided on the soil-surface pile body, and the fixing bolts and through bolts are used to fix the photovoltaic panel.

[0013] An embodiment of the present invention further provides a method for determining the bearing capacity of a photovoltaic support, which is applied to the photovoltaic support as described above, and includes:

[0014] Obtain the parameter data of the photovoltaic support inserted into the soil;

[0015] According to the parameter data of the photovoltaic support combined with the parameter data of the soil, determine the vertical bearing capacity, horizontal bearing capacity and shear strength of the wing plate of the photovoltaic support.

[0016] Optionally, the obtaining of the parameter data of the photovoltaic support inserted into the soil includes:

[0017] Obtain the standard value q of the ultimate end resistance of each layer around the pile sik 、the thickness l of each layer of soil around the pile i 、the pile-end soil plug effect coefficient λ p 、the uplift coefficient λ i 、the proportional coefficient m of the horizontal soil resistance coefficient of the pile side and the pile top horizontal displacement coefficient v x 、the allowable horizontal displacement of the pile body at the ground surface and the standard value E of the passive earth pressure borne by each meter in the transverse direction of the wing plate P .

[0018] Optionally, the parameter data of the photovoltaic support includes:

[0019] The pile body perimeter u0 of the steel pipe pile, the wing plate width b, the wing plate thickness t w 、the pile end area A0 of the steel pipe pile, the diameter d of the steel pipe pile, the elastic modulus E of the steel, the moment of inertia I of the pile cross-section, the wall thickness t of the steel pipe pile, the design value N of the axial pressure, the design value Mx of the bending moment in the longitudinal direction, the section plastic development coefficient γ x 、the net section modulus W of the photovoltaic support in the longitudinal direction nx .

[0020] Optionally, the determining of the vertical bearing capacity of the photovoltaic support according to the parameter data of the photovoltaic support combined with the parameter data of the soil includes:

[0021] According to u = u0 + 4b + 2t w Determine the pile body perimeter of the photovoltaic support,

[0022] wherein, u is the pile body perimeter of the photovoltaic support, u0 is the pile body perimeter of the steel pipe pile, b is the wing plate width, and t w is the wing plate thickness;

[0023] According to Q sk = u∑qsik l i Determine the marked value of the total ultimate lateral resistance of the PV support,

[0024] wherein, Q sk is the marked value of the total ultimate lateral resistance of the PV support, u is the perimeter of the pile shaft of the PV support, and q sik is the standard value of the ultimate end resistance of each layer around the pile, and l i is the thickness of each layer of soil around the pile;

[0025] Determine the pile tip area according to A p = A0 + 2(b * t w ),

[0026] wherein, A p is the pile tip area, A0 is the pile tip area of the steel pipe pile, b is the width of the wing plate, and t w is the thickness of the wing plate;

[0027] Determine the marked value of the total ultimate end resistance of the PV support according to Q pk = λ p q pk A p ),

[0028] wherein, Q pk is the marked value of the total ultimate end resistance of the PV support, λ p is the pile tip soil plug effect coefficient, and A p is the pile tip area;

[0029] Determine the standard value of the vertical ultimate bearing capacity of a single pile of the PV support according to Q uk = Q sk+ Q pk ),

[0030] wherein, Q uk is the standard value of the vertical ultimate bearing capacity of a single pile of the PV support, Q sk is the marked value of the total ultimate lateral resistance of the PV support, and Q pk is the marked value of the total ultimate end resistance of the PV support.

[0031] Optionally, the step of determining the vertical bearing capacity of the PV support by combining the parameter data of the PV support with the parameter data of the soil further includes:

[0032] Determine the standard value of the ultimate uplift bearing capacity of a single pile of the PV support according to T uk = u∑λ i q sik l i ),

[0033] wherein, T uk is the standard value of the ultimate uplift bearing capacity of a single pile of the PV support, u is the perimeter of the pile shaft of the PV support, and λi is the uplift coefficient, q sik is the standard value of the ultimate tip resistance of each layer around the pile, l i is the thickness of each layer of soil around the pile.

[0034] Optionally, determining the horizontal bearing capacity of the photovoltaic support according to the parameter data of the photovoltaic support in combination with the parameter data of the soil includes:

[0035] Determining the side width of the pile body of the photovoltaic support according to b1 = d + 2b,

[0036] where b1 is the side width of the pile body of the photovoltaic support, d is the diameter of the steel pipe pile, and b is the width of the wing plate;

[0037] Determining the calculated width of the pile body of the photovoltaic support according to b0 = 1.5b1 + 0.5,

[0038] where b0 is the calculated width of the pile body of the photovoltaic support, and b1 is the side width of the pile body of the photovoltaic support;

[0039] According to determining the horizontal variation coefficient of the photovoltaic support,

[0040] where α is the horizontal variation coefficient of the photovoltaic support, m is the proportional coefficient of the horizontal soil resistance coefficient of the pile side, b0 is the calculated width of the pile body of the photovoltaic support, E is the elastic modulus of the steel, and I is the cross-sectional moment of inertia of the pile;

[0041] According to determining the characteristic value of the horizontal bearing capacity of a single pile of the photovoltaic support,

[0042] where R hα is the characteristic value of the horizontal bearing capacity of a single pile of the photovoltaic support, α is the horizontal variation coefficient of the photovoltaic support, v x is the horizontal displacement coefficient at the pile top, E is the elastic modulus of the steel, I is the cross-sectional moment of inertia of the pile, is the allowable horizontal displacement of the pile body at the ground surface.

[0043] Optionally, determining the shear strength of the wing plate of the photovoltaic support according to the parameter data of the photovoltaic support in combination with the parameter data of the soil includes:

[0044] According to determining the section strength of the photovoltaic support,

[0045] where A n is the section strength of the photovoltaic support, d is the diameter of the steel pipe pile, t is the wall thickness of the steel pipe pile, b1 is the side width of the pile body of the photovoltaic support, t w is the thickness of the wing plate;

[0046] According to determining the section strength of the photovoltaic support,

[0047] Among them, τ1 is the cross-sectional strength of the photovoltaic support, N is the design value of the axial pressure, Mx is the design value of the bending moment in the longitudinal direction, and A n is the cross-sectional strength of the photovoltaic support, and γ x is the section plastic development coefficient, and W nx is the net section modulus of the photovoltaic support in the longitudinal direction.

[0048] Optionally, according to the parameter data of the photovoltaic support and the parameter data of the soil, determining the shear strength of the wing plate of the photovoltaic support further includes:

[0049] According to V = 1.3E P b1 to determine the design value of the shear force per unit length in the longitudinal direction of the wing plate,

[0050] wherein, V is the design value of the shear force per unit length in the longitudinal direction of the wing plate, and E P is the standard value of the passive earth pressure per unit length in the transverse direction of the wing plate, and b1 is the side width of the pile body of the photovoltaic support;

[0051] According to to determine the shear strength of the wing plate,

[0052] wherein, τ2 is the shear strength of the wing plate, V is the design value of the shear force per unit length in the longitudinal direction of the wing plate, and t w is the thickness of the wing plate.

[0053] The above scheme of the embodiment of the present invention at least includes the following beneficial effects:

[0054] In the above scheme of the embodiment of the present invention, through the deep coupling of the geometric parameters of the wing plate and the soil mechanical properties, the safe and efficient design of the photovoltaic support under complex geological conditions is realized. By expanding the pile body perimeter and end area, the vertical bearing capacity is increased by 40%-60%, especially suitable for soft soil areas; through the design of a quasi-rectangular cross-section, the horizontal resistance arm is increased by 7-8 times, and the anti-overturning moment is increased by 16 times, meeting the anti-wind requirements in typhoon areas; by using the wing plate cross-section expansion and passive earth pressure dispersion mechanism, the shear bearing capacity is increased by 30%-50%. The parametric formula is used to accurately quantify the synergistic effect of the wing plate width, thickness and soil parameters (internal friction angle, cohesion), breaking through the limitations of traditional empirical estimation.

[0055] Significantly reduce the steel consumption by 10%-20% and shorten the construction period by 20%-30%. It is especially suitable for ecologically sensitive areas such as deserts and gobi. By dynamically adjusting the parameters of the wing plates, it can be flexibly adapted to different geological conditions such as clay and sand, and disperse the load to the deep and stable soil mass. Its standardized design process provides support for industry specifications. While increasing the bearing capacity by 30%-60%, the life-cycle cost is reduced by 15%-25%. It combines safety and economy, providing a reliable technical solution for distributed photovoltaic projects. Brief Description of the Drawings

[0056] Figure 1 It is a schematic structural view of the photovoltaic support of the embodiment of the present invention.

[0057] Figure 2 It is a top view of the photovoltaic support of the embodiment of the present invention.

[0058] Figure 3 It is a flowchart of the method for determining the bearing capacity of the photovoltaic support of the embodiment of the present invention.

[0059] Description of the Reference Numerals:

[0060] 1, steel pipe pile; 2, wing plate; 3, ground; 4, fixing bolt; 5, through bolt. Detailed Embodiments

[0061] Hereinafter, the exemplary embodiments of the embodiments of the present invention will be described in more detail with reference to the drawings. Although the exemplary embodiments of the embodiments of the present invention are shown in the drawings, it should be understood that the present invention can be implemented in various forms and should not be limited by the embodiments set forth herein. On the contrary, these embodiments are provided so that the present invention can be more thoroughly understood and the scope of the present invention can be fully conveyed to those skilled in the art.

[0062] As Figure 1 、 Figure 2 shown, the embodiment of the present invention provides a photovoltaic support, including:

[0063] A steel pipe pile 1 for fixing the photovoltaic panel;

[0064] Wing plates 2 symmetrically and longitudinally arranged on both sides of the steel pipe pile 1;

[0065] Among them, the wing plates 2 penetrate into the ground 3 along with the steel pipe pile 1, and the vertical bearing capacity, horizontal bearing capacity of the steel pipe pile 1 with the wing plates 2 and the shear strength of the wing plates 2 are determined according to the parameter data of the photovoltaic support with the wing plates 2 and the parameter data of the soil.

[0066] Specifically, the steel pipe pile 1 includes:

[0067] The pile body entering the soil;

[0068] The above-ground pile body provided at the top of the pile body inserted into the soil;

[0069] Among them, the wing plates 2 are symmetrically arranged on both axial sides of the pile body inserted into the soil, and fixing bolts 4 and through bolts 5 are provided on the above-ground pile body, and the fixing bolts 4 and through bolts 5 are used to fix the photovoltaic panels.

[0070] In this solution, by adding wing plates 2 on both sides of the steel pipe pile 1, while significantly improving the vertical, horizontal and uplift bearing capacities of the photovoltaic support foundation, the steel consumption and construction cost are greatly reduced, especially suitable for photovoltaic projects sensitive to cost and environment such as deserts and gobi.

[0071] As Figure 3 shown, the embodiment of the present invention also provides a method for determining the bearing capacity of a photovoltaic support, which is applied to the photovoltaic support as described above, including:

[0072] Step 11, obtaining the parameter data of the photovoltaic support with wing plates 2 inserted into the soil;

[0073] Step 12, determining the vertical bearing capacity, horizontal bearing capacity and shear strength of the wing plate 2 of the photovoltaic support with wing plates 2 according to the parameter data of the photovoltaic support with wing plates 2 combined with the parameter data of the soil.

[0074] Specifically, the obtaining of the parameter data of the photovoltaic support with wing plates 2 inserted into the soil includes:

[0075] Obtaining the standard value q of the ultimate end resistance of each layer around the pile sik 、the thickness l of each layer of soil around the pile i 、the pile end soil plug effect coefficient λ p 、the uplift coefficient λ i 、the proportional coefficient m of the horizontal soil resistance coefficient of the pile side, the pile top horizontal displacement coefficient v x 、the allowable horizontal displacement of the pile body at the ground 3 and the standard value E of the passive earth pressure borne by each meter of the wing plate 2 transversely. P .

[0076] The parameter data of the photovoltaic support with wing plates 2 includes:

[0077] The pile body perimeter u0 of the steel pipe pile 1, the width b of the wing plate 2, the thickness t of the wing plate 2 w 、the pile end area A0 of the steel pipe pile 1, the diameter d of the steel pipe pile 1, the elastic modulus E of the steel, the moment of inertia I of the pile cross-section, the wall thickness t of the steel pipe pile 1, the design value N of the axial pressure, the design value Mx of the bending moment in the longitudinal direction, the cross-section plastic development coefficient γ x 、the net section modulus W of the photovoltaic support with wing plates 2 in the longitudinal direction nx .

[0078] This method combines the support parameters with the soil parameters to systematically calculate the vertical bearing capacity, horizontal bearing capacity, and shear strength of the wing plate 2, avoiding the subjectivity and errors of traditional empirical estimations. Through the analysis of the horizontal bearing capacity, the stability of the support under extreme weather conditions such as typhoons and earthquakes is ensured, avoiding large-scale toppling accidents.

[0079] In an alternative embodiment of the embodiment of the present invention, in step 12, determining the vertical bearing capacity of the photovoltaic support with a wing plate 2 according to the parameter data of the photovoltaic support with a wing plate 2 in combination with the parameter data of the soil includes:

[0080] Step 1201: According to u = u0 + 4b + 2t w Determine the pile body circumference of the photovoltaic support with a wing plate 2,

[0081] where u is the pile body circumference of the photovoltaic support with a wing plate 2, u0 is the pile body circumference of the steel pipe pile 1, b is the width of the wing plate 2, and t w is the thickness of the wing plate 2;

[0082] Step 1202: According to Q sk = u∑q sik l i Determine the marked value of the total ultimate side resistance of the photovoltaic support with a wing plate 2,

[0083] where Q sk is the marked value of the total ultimate side resistance of the photovoltaic support with a wing plate 2, u is the pile body circumference of the photovoltaic support with a wing plate 2, q sik is the standard value of the ultimate end resistance of each layer around the pile, and l i is the thickness of each layer of soil around the pile;

[0084] Step 1203: According to A p = A0 + 2b*t w Determine the pile tip area,

[0085] where A p is the pile tip area, A0 is the pile tip area of the steel pipe pile 1, b is the width of the wing plate 2, and t w is the thickness of the wing plate 2;

[0086] Step 1204: According to Q pk = λ p q pk A p Determine the marked value of the total ultimate end resistance of the photovoltaic support with a wing plate 2,

[0087] where Q pk is the marked value of the total ultimate end resistance of the photovoltaic support with a wing plate 2, λ p is the pile tip soil plug effect coefficient, and A p is the pile tip area;

[0088] Step 1205. According to Q uk = Q sk+ Q pk Determine the standard value of the vertical ultimate bearing capacity of a single pile of the photovoltaic support with the wing plate 2,

[0089] wherein, Q uk is the standard value of the vertical ultimate bearing capacity of a single pile of the photovoltaic support with the wing plate 2, Q sk is the total ultimate side resistance standard value of the photovoltaic support with the wing plate 2, Q pk is the total ultimate tip resistance standard value of the photovoltaic support with the wing plate 2.

[0090] In this example, through the formula u = u0 + 4b + 2t w , the width b and thickness t of the wing plate 2 w are converted into an equivalent perimeter increment, significantly increasing the contact area between the pile side and the soil. By adding the wing plate 2, the side resistance of the photovoltaic support is greatly increased. The total ultimate side resistance Q sk = u∑q sik l i is directly related to the extended perimeter u, enabling the wing plate 2 to enhance the uplift / compression resistance by increasing the friction interface, especially suitable for soft soil or high water table areas.

[0091] Through the formula A p = A0 + 2b*t w the wing plate 2 is equivalent to a pile tip extended foundation, increasing the end bearing area, reducing the pressure per unit area, and avoiding pile tip piercing failure. Combining the pile tip soil plug effect (such as the soil squeezing effect of a closed pile), through Q pk = λ p q pk A p the tip resistance is corrected to improve the calculation accuracy of the end bearing.

[0092] Through the formula Q uk = Q sk+ Q pk Integrating the dual contributions of the wing plate 2 to the side resistance and tip resistance, breaking through the traditional single support mode, making the bearing capacity calculation closer to the actual working conditions. Accurate calculation avoids over-conservative design (such as relying only on the tip resistance) or dangerous underestimation (such as ignoring the side resistance of the wing plate 2), balancing economy and safety.

[0093] By adjusting parameters such as the width b and thickness t of the wing plate 2 w etc., it can be flexibly adapted to different soil strengths (such as clay, sand) and load requirements, realizing the customization of the support. The formulaic calculation of the extended perimeter and end area of the wing plate 2 simplifies the on-site bearing capacity verification process and shortens the design cycle.

[0094] The wing plate 2 replaces part of the pile length or pile diameter through geometric optimization, reducing the steel consumption and manufacturing cost. The wing plate 2 increases the side resistance, reduces the demand for deep piles, and reduces the construction difficulty, especially applicable to frozen soil or rock areas. Precise calculation ensures the stability of the support under vertical loads such as snow and earthquake, reducing the risk of collapse.

[0095] In an alternative embodiment of the embodiment of the present invention, in step 12, the determining the vertical bearing capacity of the photovoltaic support with the wing plate 2 according to the parameter data of the photovoltaic support with the wing plate 2 and the parameter data of the soil further includes:

[0096] Step 1206. According to T uk = u∑λ i q sik l i Determine the standard value of the ultimate uplift bearing capacity of a single pile of the photovoltaic support with the wing plate 2,

[0097] wherein, T uk is the standard value of the ultimate uplift bearing capacity of a single pile of the photovoltaic support with the wing plate 2, u is the pile body perimeter of the photovoltaic support with the wing plate 2, λ i is the uplift coefficient, q sik is the standard value of the ultimate end resistance of each layer around the pile, and l i is the thickness of each layer of soil around the pile.

[0098] In this example, through the formula u = u0 + 4b + 2t w , the width b of the wing plate 2 and the thickness t of the wing plate 2 w are converted into an equivalent perimeter increment, significantly increasing the friction interface between the pile side and the soil. The uplift coefficient λ i is related to the soil type and the roughness of the wing plate 2. The wing plate 2 can further optimize λ i through surface texture or welding process to improve the uplift efficiency.

[0099] The formula T uk = u∑λ i q sik l i directly correlates the uplift contributions of each soil layer, breaking through the traditional uniform assumption. For example, the clay layer contributes high uplift force, and the sandy soil layer compensates for the deficiency through the roughness of the wing plate 2. In highly compressible soil layers (such as silty soil), the wing plate 2 disperses the uplift force to deeper stable soil bodies by increasing the contact area, avoiding local shear failure.

[0100] By synchronously calculating the compressive bearing capacity Q pk and the uplift bearing capacity T uk, realize the balanced force design of the support under bidirectional loads, especially applicable to coastal areas dominated by wind loads or regions with significant frost heave and shrinkage. According to engineering requirements (such as anti-typhoon design), the uplift resistance performance can be selectively enhanced by adjusting the parameters of the wing plate 2 (such as increasing the number or thickness of the wing plate 2) without affecting the compressive bearing capacity.

[0101] Through the coupling calculation of the geometric parameters of the wing plate 2 and the uplift characteristics of the layered soil, the refined evaluation of the uplift bearing capacity of the photovoltaic support with the wing plate 2 is realized. Its core advantages are: the synergistic enhancement effect of the extended perimeter of the wing plate 2 and the uplift coefficient, and the adaptability of the layered soil modeling to complex geological conditions, providing theoretical support for the uplift design of high-reliability and low-cost photovoltaic supports.

[0102] In an optional embodiment of the embodiment of the present invention, in step 12, the determination of the horizontal bearing capacity of the photovoltaic support with the wing plate 2 according to the parameter data of the photovoltaic support with the wing plate 2 and the parameter data of the soil includes:

[0103] Step 1211: Determine the side width of the pile body of the photovoltaic support with the wing plate 2 according to b1 = d + 2b,

[0104] where b1 is the side width of the pile body of the photovoltaic support with the wing plate 2, d is the diameter of the steel pipe pile 1, and b is the width of the wing plate 2;

[0105] Step 1212: Determine the calculated width of the pile body of the photovoltaic support with the wing plate 2 according to b0 = 1.5b1 + 0.5,

[0106] where b0 is the calculated width of the pile body of the photovoltaic support with the wing plate 2, and b1 is the side width of the pile body of the photovoltaic support with the wing plate 2;

[0107] Step 1213: According to Determine the horizontal variation coefficient of the photovoltaic support with the wing plate 2,

[0108] where α is the horizontal variation coefficient of the photovoltaic support with the wing plate 2, m is the proportional coefficient of the horizontal soil resistance coefficient of the pile side, b0 is the calculated width of the pile body of the photovoltaic support with the wing plate 2, E is the elastic modulus of the steel, and I is the cross-sectional moment of inertia of the pile;

[0109] Step 1214: According to Determine the characteristic value of the single-pile horizontal bearing capacity of the photovoltaic support with the wing plate 2,

[0110] where R hα is the characteristic value of the single-pile horizontal bearing capacity of the photovoltaic support with the wing plate 2, α is the horizontal variation coefficient of the photovoltaic support with the wing plate 2, v x is the horizontal displacement coefficient of the pile top, E is the elastic modulus of the steel, I is the cross-sectional moment of inertia of the pile, X 0αIt is the allowable horizontal displacement of the pile body at the ground 3.

[0111] In this example, through the formula b1 = d + 2b, the width b of the wing plate 2 is directly superimposed on the diameter d of the steel pipe pile 1 to form a "quasi-rectangular cross-section" lateral force resistance system. The formula b0 = 1.5b1 + 0.5 converts the equivalent side width into the calculation width through the empirical coefficient to quantify the diffusion effect of the wing plate 2 on the horizontal load. The horizontal variation coefficient Integrates the soil parameter m (horizontal resistance ratio coefficient), the extended width b0 of the wing plate 2, and the pile body stiffness EI.

[0112] The wing plate 2 reduces α by increasing b0, thereby increasing the characteristic value of the single-pile horizontal bearing capacity By adjusting the parameters of the wing plate 2 (such as thickness, quantity), b0 can be increased on the premise of keeping the pile body stiffness EI unchanged, realizing the optimization of the lateral force resistance of "flexible pile with wide wing", which is especially suitable for soft foundations.

[0113] Formula Is directly related to the allowable horizontal displacement X of the ground 3 0α , the wing plate 2 increases the bearing capacity under the same displacement limit by increasing b0 and α. The wing plate 2 disperses the horizontal load, causing the pile body to change from "pile body bending failure" to "shear failure at the wing plate 2 - soil interface", reducing the consumption of pile body materials (such as reducing the pile diameter or wall thickness), while maintaining the overall safety redundancy.

[0114] The soil horizontal resistance ratio coefficient m can be dynamically determined according to the soil layer distribution. The wing plate 2 magnifies the resistance contribution of the soft soil layer through the extended width b0, breaking through the dependence of traditional piles on a single soil layer.

[0115] In an optional embodiment of the embodiment of the present invention, in step 12, according to the parameter data of the photovoltaic support with the wing plate 2 and the parameter data of the soil, determining the shear strength of the wing plate 2 of the photovoltaic support with the wing plate 2 includes:

[0116] Step 1221, according to Determine the cross-sectional strength of the photovoltaic support with the wing plate 2,

[0117] Wherein, A n Is the cross-sectional strength of the photovoltaic support with the wing plate 2, d is the diameter of the steel pipe pile 1, t is the wall thickness of the steel pipe pile 1, b1 is the side width of the pile body of the photovoltaic support with the wing plate 2, t w Is the thickness of the wing plate 2;

[0118] Step 1222, according to Determine the cross-sectional strength of the photovoltaic support with the wing plate 2,

[0119] Among them, τ1 is the cross-sectional strength of the photovoltaic support with the wing plate 2, N is the design value of the axial compressive force, Mx is the design value of the bending moment in the longitudinal direction, and A n is the cross-sectional strength of the photovoltaic support with the wing plate 2, and γ x is the section plastic development coefficient, and W nx is the net section modulus of the photovoltaic support with the wing plate 2 in the longitudinal direction.

[0120] In this example, through the formula the thickness t w and width b1 of the wing plate 2 are converted into equivalent cross-sectional increments, significantly improving the shear area at the connection between the wing plate 2 and the steel pipe pile 1. The traditional method only calculates the net cross-section of the steel pipe pile 1, ignoring the additional strength of the wing plate 2, resulting in an underestimation of the shear capacity. By increasing the contact area, the wing plate 2 disperses the concentrated shear force to a larger area, reducing the local stress concentration at the weld or bolt connection and avoiding brittle failure.

[0121] The formula

[0122] considers the combined action of the axial compressive force N and the longitudinal bending moment Mx, breaking through the traditional single-load assumption. The section plastic development coefficient γ x allows the material to enter a partially plastic state, making full use of the strength potential of the steel. By adjusting the thickness t w and width b1 of the wing plate 2, the shear strength can be dynamically optimized on the premise of satisfying τ2 ≤ f (the design values of the compressive, tensile, and flexural strengths of the steel). The wing plate 2 replaces part of the wall thickness of the steel pipe pile 1 or the weld length through geometric expansion, reducing the steel consumption.

[0123] In an optional embodiment of the embodiment of the present invention, in step 12, according to the parameter data of the photovoltaic support with the wing plate 2 and the parameter data of the soil, determining the shear strength of the wing plate 2 of the photovoltaic support with the wing plate 2 further includes:

[0124] Step 1223. According to V = 1.3E P b1, determine the design value of the shear force per unit length in the longitudinal direction of the wing plate 2,

[0125] wherein, V is the design value of the shear force per unit length in the longitudinal direction of the wing plate 2, and E P is the standard value of the passive earth pressure per unit length in the transverse direction of the wing plate 2, and b1 is the side width of the pile body of the photovoltaic support with the wing plate 2;

[0126] Step 1224. According to determine the shear strength of the wing plate 2,

[0127] wherein, τ2 is the shear strength of the wing plate 2, V is the design value of the shear force per unit length in the longitudinal direction of the wing plate 2, and t w is the thickness of the wing plate 2.

[0128] In this example, the formula is V = 1.3E P b1 couples the width b1 of the wing plate 2 with the lateral passive earth pressure E P By increasing the contact area between the wing plate 2 and the soil, the concentrated shear force is converted into a uniform load along the longitudinal direction of the wing plate 2. The coefficient 1.3 is used as the amplification factor of the passive earth pressure to compensate for the differences between the theoretical calculation and the actual working conditions (such as soil heterogeneity and construction disturbance), ensuring the shear safety of the wing plate 2 under extreme loads. Through the thickness t of the wing plate 2 w directly determines the shear strength, realizing the linear optimization of the material usage and strength. On the premise of satisfying τ2 ≤ f v (the design value of the shear strength of the steel), the steel usage can be reduced by thinning the thickness t of the wing plate 2 w while maintaining the equivalent shear performance.

[0129] E P is dynamically determined based on soil parameters (such as the internal friction angle and cohesion) and the burial depth of the wing plate 2. The interparticle biting effect is considered through a correction factor in sandy soil. By increasing the lateral stiffness, the wing plate 2 transfers the passive earth pressure to the deep stable soil mass, reducing the risk of shear failure of the shallow soft soil.

[0130] In the embodiment of the present invention, through the depth coupling of the geometric parameters of the wing plate 2 and the soil mechanical properties, the safe and efficient design of the photovoltaic support under complex geological conditions is realized. By expanding the pile perimeter and end area, the vertical bearing capacity is increased by 40% - 60%, which is especially suitable for soft soil areas; through the design of a quasi-rectangular cross-section, the horizontal resistance arm is increased by 7 - 8 times, and the anti-overturning moment is increased by 16 times, meeting the wind resistance requirements in typhoon areas; by using the cross-section expansion of the wing plate 2 and the passive earth pressure dispersion mechanism, the shear bearing capacity is increased by 30% - 50%. The parametric formula is used to accurately quantify the synergistic effect of the width and thickness of the wing plate 2 and the soil parameters (internal friction angle, cohesion), breaking through the limitations of traditional empirical estimation.

[0131] The steel usage is significantly reduced by 10% - 20%, and the construction period is shortened by 20% - 30%, which is especially suitable for ecologically sensitive areas such as deserts and gobi. By dynamically adjusting the parameters of the wing plate 2, it can be flexibly adapted to different geological conditions such as clay and sandy soil, and the load is dispersed to the deep stable soil mass. Its standardized design process provides support for industry specifications. While increasing the bearing capacity by 30% - 60%, the life-cycle cost is reduced by 15% - 25%, combining safety and economy, and providing a reliable technical solution for distributed photovoltaic projects.

[0132] Example 1

[0133] Taking the D108×4.0mm steel pipe as an example, with a perimeter of 339mm, after adding two 4×96mm vertical strip wing plates 2 on both sides of the steel pipe, its perimeter becomes 723mm, the vertical bearing capacity is 2.1 times that of the original, and the steel consumption is 1.6 times that of the original. It can be seen that the scheme of adding the wing plates 2 has better economy, and the multiple of the increased bearing capacity is higher than that of the increased steel consumption. If only increasing the steel pipe diameter to achieve the bearing capacity of the photovoltaic support with wing plates 2, the diameter needs to be increased to 230mm, and the steel consumption is 1.4 times that of the photovoltaic support with wing plates 2 in this case.

[0134] Example 2

[0135] Taking the D108×4.0mm steel pipe as an example, with a perimeter of 339mm, after adding two 4×96mm vertical strip wing plates 2 on both sides of the steel pipe, it can be approximately calculated as a square pile with b0 = 1.5b1 + 0.5. If using a D300×4.0mm steel pipe pile 1, b0 = 0.9(1.5d + 0.5) = 0.9×(1.5×0.3 + 0.5) = 0.855m. The calculated widths of the pile bodies of the two are relatively close, and the horizontal bearing capacities in the direction perpendicular to the wing plates 2 are approximately equal. However, the steel consumption of the photovoltaic support with wing plates 2 is only 56% of that of the conventional steel pipe.

[0136] The above is the preferred implementation mode of the embodiments of the present invention. It should be pointed out that for those of ordinary skill in the art, without departing from the principles described in the embodiments of the present invention, several improvements and refinements can still be made, and these improvements and refinements should also be regarded as the protection scope of the embodiments of the present invention.

Claims

1. A method for determining the bearing capacity of a photovoltaic support, which is applied to a photovoltaic support, and the photovoltaic support includes: Steel pipe piles (1) for fixing photovoltaic panels; wing plates (2) symmetrically and longitudinally arranged on both sides of the steel pipe piles (1); wherein, the wing plates (2) penetrate into the ground (3) along with the steel pipe piles (1), and the vertical bearing capacity, horizontal bearing capacity of the steel pipe piles (1) with wing plates (2) and the shear strength of the wing plates (2) are determined according to the parameter data of the photovoltaic support with wing plates (2) combined with the parameter data of the soil; the steel pipe piles (1) include: an in-ground pile body; an above-ground pile body arranged at the top of the in-ground pile body; wherein, the wing plates (2) are symmetrically arranged on both sides of the axial direction of the in-ground pile body, and fixing bolts (4) and through bolts (5) are arranged on the above-ground pile body, and the fixing bolts (4) and through bolts (5) are used for fixing the photovoltaic panels; characterized in that, the method includes: Obtain the parameter data of the photovoltaic support with wing plates (2) inserted into the soil; Determine the vertical bearing capacity, horizontal bearing capacity of the photovoltaic support with wing plates (2) and the shear strength of the wing plates (2) according to the parameter data of the photovoltaic support with wing plates (2) combined with the parameter data of the soil; Wherein, the obtaining of the parameter data of the photovoltaic support with wing plates (2) inserted into the soil includes: Obtain the standard values of the ultimate tip resistances of each layer around the pile , the thicknesses of each layer of soil around the pile , the coefficient of pile tip soil plug effect λ p , the uplift coefficient , the proportionality coefficient of the horizontal soil resistance coefficient on the pile side m , the pile top horizontal displacement coefficient , the allowable horizontal displacement of the pile shaft at the ground (3) X 0α and the standard value of the passive earth pressure borne by each meter in the transverse direction of the wing plate (2) E P ; Wherein, the parameter data of the photovoltaic support with wing plates (2) includes: Perimeter of the pile body of the steel pipe pile (1) u 0, Width of the wing plate (2) b , Thickness of the wing plate (2) t w , End area of the steel pipe pile (1) A 0, Diameter of the steel pipe pile (1) d , Elastic modulus of the steel E , Section moment of inertia of the pile I , Wall thickness of the steel pipe pile (1) t , Design value of the axial compression force N , Design value of the bending moment in the longitudinal direction , Section plastic development coefficient , Net section modulus in the longitudinal direction of the photovoltaic support with the wing plate (2) ; Wherein, the determination of the vertical bearing capacity of the photovoltaic support with wing plates (2) according to the parameter data of the photovoltaic support with wing plates (2) combined with the parameter data of the soil includes: According to u = u 0 + 4 b + 2 t w Determine the pile body perimeter of the photovoltaic support with wing plates (2). Among them, u is the perimeter of the pile body of the photovoltaic support with the wing plate (2), u 0 is the perimeter of the pile body of the steel pipe pile (1), b is the width of the wing plate (2), t w is the thickness of the wing plate (2); According to Q sk = u Determine the total ultimate lateral resistance annotation value of the photovoltaic support with the wing plate (2). Among them, Q sk is the marked value of the total ultimate lateral resistance of the photovoltaic support with the wing plate (2), u is the pile body perimeter of the photovoltaic support with the wing plate (2), is the standard value of the ultimate end resistance of each layer around the pile, is the thickness of each layer of soil around the pile; According to A p = A 0 + 2 ( b * t w ), determine the pile tip area Among them, A p is the pile tip area, A 0 is the pile tip area of the steel pipe pile (1), b is the width of the wing plate (2), t w is the thickness of the wing plate (2); According to Q pk = λ p A p determine the total ultimate end resistance annotation value of the photovoltaic support with wing plates (2) Among them, Q pk is the marked value of the total ultimate end resistance of the photovoltaic support with wing plates (2), λ p is the pile-end soil plug effect coefficient, A p is the pile-end area; According to Q uk = Q sk+ Q pk Determine the standard value of the single-pile vertical ultimate bearing capacity of the photovoltaic support with wing plates (2). Among them, Q uk is the standard value of the single-pile vertical ultimate bearing capacity of the photovoltaic support with wing plates (2), Q sk is the standard value of the total ultimate side resistance of the photovoltaic support with wing plates (2), Q pk is the standard value of the total ultimate tip resistance of the photovoltaic support with wing plates (2).

2. The method for determining the bearing capacity of the photovoltaic support according to claim 1, wherein The determination of the vertical bearing capacity of the photovoltaic support with wing plates (2) according to the parameter data of the photovoltaic support with wing plates (2) combined with the parameter data of the soil further includes: According to T uk = u Determine the standard value of the ultimate uplift bearing capacity of a single pile of a photovoltaic support with a wing plate (2). Among them, T uk is the standard value of the ultimate uplift bearing capacity of a single pile of a photovoltaic support with wing plates (2), u is the pile body perimeter of a photovoltaic support with wing plates (2), is the uplift coefficient, is the standard value of the ultimate tip resistance of each layer around the pile, is the thickness of each layer of soil around the pile.

3. The method for determining the bearing capacity of the photovoltaic support according to claim 1, wherein The determination of the horizontal bearing capacity of the photovoltaic support with wing plates (2) according to the parameter data of the photovoltaic support with wing plates (2) combined with the parameter data of the soil includes: According to b 1 = d + 2 b determine the side width of the pile body of the photovoltaic support with wing plates (2) Among them, b 1 is the side width of the pile body of the photovoltaic support with the wing plate (2), d is the diameter of the steel pipe pile (1), b is the width of the wing plate (2); According to b 0 = 1.5 b 1 + 0.5 to determine the calculated width of the pile body of the photovoltaic support with the wing plate (2), Among them, b 0 is the calculated width of the pile body of the photovoltaic support with the wing plate (2), b 1 is the side width of the pile body of the photovoltaic support with the wing plate (2); According to α = Determine the horizontal coefficient of variation of the photovoltaic support with the wing plate (2). Among them, α is the horizontal coefficient of variation of the photovoltaic support with wing plates (2), m is the proportional coefficient of the horizontal soil resistance coefficient of the pile, b 0 is the calculated width of the pile body of the photovoltaic support with wing plates (2), E is the elastic modulus of steel, I is the moment of inertia of the pile cross-section; According to R hα = 0.75 EIX 0α Determine the characteristic value of the single-pile horizontal bearing capacity of the photovoltaic support with a wing plate (2). Among them, R hα is the characteristic value of the single-pile horizontal bearing capacity of the photovoltaic support with wing plates (2), α is the horizontal coefficient of variation of the photovoltaic support with wing plates (2), is the horizontal displacement coefficient at the pile top, E is the elastic modulus of steel, I is the moment of inertia of the pile cross-section, X 0α is the allowable horizontal displacement of the pile body at the ground (3).

4. The method for determining the bearing capacity of the photovoltaic support according to claim 1, wherein, The determination of the shear strength of the wing plates (2) of the photovoltaic support with wing plates (2) according to the parameter data of the photovoltaic support with wing plates (2) combined with the parameter data of the soil includes: According to = d 2 -( d -2 t ) 2 +2 b 1 t w Determine the cross-sectional strength of the photovoltaic support with the wing plate (2).​ Among them, is the cross-sectional strength of the photovoltaic support with the wing plate (2), d is the diameter of the steel pipe pile (1), t is the wall thickness of the steel pipe pile (1), b 1 is the side width of the pile body of the photovoltaic support with the wing plate (2), t w is the thickness of the wing plate (2); According to τ 1 = + determine the cross-sectional strength of the photovoltaic support with a wing plate (2) Among them, τ 1 is the sectional strength of the photovoltaic support with the wing plate (2), N is the design value of the axial compressive force, is the design value of the bending moment in the longitudinal direction, is the sectional strength of the photovoltaic support with the wing plate (2), is the sectional plastic development coefficient, is the net sectional modulus of the photovoltaic support with the wing plate (2) in the longitudinal direction.

5. The method for determining the bearing capacity of the photovoltaic support according to claim 4, characterized in that, The determination of the shear strength of the wing plates (2) of the photovoltaic support with wing plates (2) according to the parameter data of the photovoltaic support with wing plates (2) combined with the parameter data of the soil further includes: According to V = 1.3 E P b 1 Determine the design shear force value borne by each longitudinal meter of the wing plate (2), Among them, V is the design shear force value per longitudinal meter of the wing plate (2), E P is the standard value of the passive earth pressure per transverse meter of the wing plate (2), b 1 is the side width of the pile body of the photovoltaic support with the wing plate (2); According to τ 2 = determine the shear strength of the wing plate (2), Among them, τ 2 is the shear strength of the wing plate (2), V is the design value of the shear force borne by the wing plate (2) per longitudinal meter, t w is the thickness of the wing plate (2).

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