Photovoltaic support and method for determining bearing capacity thereof

Abstract

The embodiment of the invention provides a photovoltaic support and a method for determining the bearing capacity of the photovoltaic support, and the photovoltaic support comprises a steel pipe pile which is used for fixing a photovoltaic panel; the wing plates are symmetrically and longitudinally arranged on two sides of the steel pipe pile; wherein the wing plate goes deep into the ground along with the steel pipe pile, and the vertical bearing capacity, the horizontal bearing capacity and the shearing strength of the wing plate of the steel pipe pile with the wing plate are determined according to the combination of parameter data of the photovoltaic support and parameter data of soil. According to the embodiment of the invention, the steel consumption and the construction cost are greatly reduced while the vertical, horizontal and uplift bearing capacities of the photovoltaic support foundation are remarkably improved.

Description

Technical Field

[0001] The embodiments of the present invention relate to the technical field of photovoltaic supports, and in particular 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. However, it has high requirements for construction quality. The foundation above the ground needs formwork maintenance and is prone to 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. However, during the construction process, it is not easy to control the pile top elevation, the construction difficulty is relatively large, and it is prone to frost heaving damage 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 extend into the ground along with the steel pipe piles, 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 and 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 at the top of the pile bodies entering the soil;

[0012] Wherein, the wing plates are symmetrically arranged on both axial sides of the soil-entering pile body, and fixing bolts and through bolts are arranged on the soil-surface pile body, and the fixing bolts and through bolts are used for fixing the photovoltaic panels.

[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] Determine the vertical bearing capacity, horizontal bearing capacity and 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.

[0016] Optionally, the obtaining 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 circumference u of the steel pipe pile 0 、the wing plate width b, the wing plate thickness t w 、the pile end area A of the steel pipe pile 0 、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 the vertical 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:

[0021] According to u = u 0 +4b+2t w Determine the pile body circumference of the photovoltaic support,

[0022] wherein, u is the pile body circumference of the photovoltaic support, u 0 is the pile body circumference 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∑q sik l i Determine the marked value of the total ultimate lateral resistance of the photovoltaic support,

[0024] wherein, Q sk is the marked value of the total ultimate lateral resistance of the photovoltaic support, u is the perimeter of the pile body of the photovoltaic 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] According to A p = A 0 + 2(b * t w ) Determine the pile tip area,

[0026] wherein, A p is the pile tip area, A 0 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] According to Q pk = λ p q pk A p Determine the marked value of the total ultimate end resistance of the photovoltaic support,

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

[0029] 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,

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

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

[0032] 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,

[0033] Among them, T uk is the standard value of the ultimate uplift bearing capacity of a single pile of the photovoltaic support, u is the perimeter of the pile body of the photovoltaic support, and λ i is the uplift coefficient, and q sik is the standard value of the ultimate tip resistance of each layer around the pile, and 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 b 1 = d + 2b,

[0036] Among them, b 1 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 b 0 = 1.5b 1 + 0.5,

[0038] Among them, b 0 is the calculated width of the pile body of the photovoltaic support, and b 1 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] Among them, 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, b 0 is the calculated width of the pile body of the photovoltaic support, E is the elastic modulus of steel, and I is the moment of inertia of the pile cross-section;

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

[0042] Among them, R hα is the characteristic value of the single-pile horizontal bearing capacity 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 steel, I is the moment of inertia of the pile cross-section, 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 cross-sectional strength of the photovoltaic support,

[0045] Among them, A n is the cross-sectional strength of the photovoltaic support, d is the diameter of the steel pipe pile, t is the wall thickness of the steel pipe pile, and b 1 is the side width of the pile body of the photovoltaic support, and t w is the thickness of the wing plate;

[0046] According to to determine the cross-sectional strength of the photovoltaic support,

[0047] Among them, τ 1 is the cross-sectional strength of the photovoltaic support, 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, γ x is the sectional plastic development coefficient, and W nx is the net sectional modulus of the photovoltaic support in the longitudinal direction.

[0048] Optionally, according to the parameter data of the photovoltaic support combined with the parameter data of the soil, to determine the shear strength of the wing plate of the photovoltaic support, it further includes:

[0049] According to V = 1.3E P b 1 to determine the design value of the shear force per unit length in the longitudinal direction of the wing plate,

[0050] Among them, 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 b 1 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] Among them, τ 2 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 solution of the embodiment of the present invention has at least the following beneficial effects:

[0054] In the above solution of the embodiment of the present invention, through the in-depth 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%, 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 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] The steel consumption is significantly reduced by 10%-20%, and the construction period is shortened by 20%-30%, which is especially suitable for ecological sensitive areas such as deserts and gobi. By dynamically adjusting the wing plate parameters, different geological conditions such as clay and sand can be flexibly adapted, and the load can be 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. Description of the Drawings

[0056] Figure 1 It is a schematic structural diagram 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 Embodiment

[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 completely 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] Steel pipe pile 1 for fixing a photovoltaic panel

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

[0065] Wherein, 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 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 in combination with the parameter data of the soil

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

[0067] An in - soil pile body

[0068] An above - soil pile body arranged at the top of the in - soil pile body

[0069] Wherein, the wing plates 2 are symmetrically arranged on both axial sides of the in - soil pile body, and fixing bolts 4 and through bolts 5 are arranged on the above - soil pile body, and the fixing bolts 4 and through bolts 5 are used to fix the photovoltaic panel

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

[0071] Such as Figure 3 As shown, an 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, and includes:

[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 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 in combination 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 sik of the ultimate tip resistance of each layer around the pile, the thickness l i of each layer of soil around the pile, 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 P of the passive earth pressure borne per unit length transversely by the wing plates 2

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

[0077] The perimeter u of the steel pipe pile 1 0 , the width b of the wing plate 2, the thickness t of the wing plate 2 w , the end area A of the steel pipe pile 1 0 , the diameter d of the steel pipe pile 1, the elastic modulus E of the steel, the moment of inertia I of the cross-section of the pile, 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 section plastic development coefficient γ x , the net section modulus W of the photovoltaic support with the wing plate 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 estimation. Through the analysis of the horizontal bearing capacity, the stability of the support under extreme weather conditions such as typhoons and earthquakes is ensured, and large-scale toppling accidents are avoided.

[0079] In an optional embodiment of the embodiment of the present invention, in step 12, 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 includes:

[0080] Step 1201, according to u = u 0 +4b+2t w Determine the perimeter of the pile of the photovoltaic support with the wing plate 2,

[0081] where u is the perimeter of the pile of the photovoltaic support with the wing plate 2, u 0 is the perimeter 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;

[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 the wing plate 2,

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

[0084] Step 1203, according to A p =A 0 +2b*t w Determine the end area of the pile,

[0085] 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, 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 the wing plate 2,

[0087] Among them, Q pk is the marked value of the total ultimate end resistance of the photovoltaic support with the 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] Among them, 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 marked value of the total ultimate side resistance of the photovoltaic support with the wing plate 2, and Q pk is the marked value of the total ultimate end resistance of the photovoltaic support with the wing plate 2.

[0090] In this example, through the formula u = u 0 + 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 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 expanded 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 = A 0 + 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 pRevise the end resistance to improve the calculation accuracy of end bearing capacity.

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

[0093] By adjusting parameters such as the width b and thickness t w of the wing plate 2, it can be flexibly adapted to different soil strengths (such as clay, sand) and load requirements to achieve customized supports. 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 need for deep piles, and reduces the construction difficulty, especially suitable for 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 optional embodiment of the embodiment of the present invention, in step 12, determining the vertical bearing capacity of the photovoltaic support with wing plate 2 according to the parameter data of the photovoltaic support with 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 single-pile uplift ultimate bearing capacity of the photovoltaic support with wing plate 2,

[0097] where T uk is the standard value of the single-pile uplift ultimate bearing capacity of the photovoltaic support with wing plate 2, u is the pile body perimeter of the photovoltaic support with 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 = u 0 + 4b + 2t w , the width b and thickness t w of the wing plate 2 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., improve the uplift efficiency.

[0099] Formula T uk = u∑λ i q sik l i Directly related to the uplift contribution 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 silt soil), the wing plate 2 disperses the uplift force to deeper stable soil 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 , realizing the stress balance design of the support under bidirectional loads, especially suitable for 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 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 coupled calculation of the geometric parameters of the wing plate 2 and the uplift characteristics of stratified 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 stratified soil modeling to complex geological conditions, providing theoretical support for the high-reliability and low-cost uplift design of photovoltaic supports.

[0102] In an optional embodiment of the embodiment of the present invention, in step 12, determining 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 b 1 = d + 2b

[0104] where 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, 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 b 0 = 1.5b 1 + 0.5

[0106] where b 0 is the calculated width of the pile body of the photovoltaic support with the wing plate 2, and b 1 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 coefficient of variation of the photovoltaic support with the wing plate 2.

[0108] Among them, α is the horizontal coefficient of variation of the photovoltaic support with the wing plate 2, m is the proportional coefficient of the horizontal soil resistance coefficient of the pile side, and b 0 is the calculated width of the pile body of the photovoltaic support with the wing plate 2, E is the elastic modulus of steel, and I is the sectional moment of inertia of the pile.

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

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

[0111] In this example, through the formula b 1 = 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 section" lateral force resistance system. The formula b 0 = 1.5b 1 + 0.5 converts the equivalent side width into the calculated width through the empirical coefficient to quantify the diffusion effect of the wing plate 2 on the horizontal load. The horizontal coefficient of variation synthesizes the soil parameter m (horizontal resistance proportional coefficient), the extended width b of the wing plate 2 0 and the pile body stiffness EI.

[0112] The wing plate 2 reduces α by increasing b 0 so as to increase the characteristic value of the horizontal bearing capacity of a single pile By adjusting the parameters of the wing plate 2 (such as thickness, quantity), b can be increased on the premise of keeping the pile body stiffness EI unchanged 0 to achieve the optimization of the lateral force resistance of "flexible pile with wide wing", which is especially suitable for soft foundations.

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

[0114] The horizontal soil resistance proportional coefficient m can be dynamically determined according to the soil layer distribution. The wing plate 2 expands the width b0 Amplify the resistance contribution of soft soil layers and break 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, determine the shear strength of the wing plate 2 of the photovoltaic support with the wing plate 2, including:

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

[0117] where 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, 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;

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

[0119] where τ 1 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, A n is the cross-sectional strength of the photovoltaic support with the wing plate 2, γ x is the cross-sectional plastic development coefficient, 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 Convert the thickness t w and width b 1 of the wing plate 2 into an equivalent cross-sectional increment, 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 and ignores the additional strength of the wing plate 2, resulting in an underestimation of the shear capacity. The wing plate 2 disperses the concentrated shear force to a larger area by increasing the contact area, reducing the local stress concentration at the weld or bolt connection and avoiding brittle failure.

[0121] Formula

[0122] Comprehensively consider the combined action of the axial compressive force N and the longitudinal bending moment Mx, breaking through the traditional single-load assumption. The cross-sectional 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 b 1 of the wing plate 2, while satisfying τ 2On the premise of ≤ f (design value of compressive, tensile and flexural strength of steel), the shear strength can be dynamically optimized. The wing plate 2 replaces part of the wall thickness or weld length of the steel pipe pile 1 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 b 1 Determine the design value of the shear force per linear meter longitudinally borne by the wing plate 2.

[0125] Wherein, V is the design value of the shear force per linear meter longitudinally borne by the wing plate 2, and E P is the standard value of the passive earth pressure per linear meter transversely borne by the wing plate 2, and b 1 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, τ 2 is the shear strength of the wing plate 2, V is the design value of the shear force per linear meter longitudinally borne by the wing plate 2, and t w is the thickness of the wing plate 2.

[0128] In this example, the formula V = 1.3E P b 1 Couples the width b 1 of the wing plate 2 with the transverse 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 passive earth pressure amplification factor to compensate for the differences between the theoretical calculation and the actual working conditions (such as soil inhomogeneity, construction disturbance), ensuring the shear safety of the wing plate 2 under extreme loads. By The thickness t w of the wing plate 2 directly determines the shear strength. Achieve linear optimization of material usage and strength. On the premise of satisfying τ 2 ≤ f v (design value of the shear strength of steel), the steel consumption can be reduced by thinning the thickness t w of the wing plate 2 while maintaining equivalent shear performance.

[0129] E PThe dynamic values are taken based on soil parameters (such as the angle of internal friction and cohesion), and the inter-particle biting effect is considered by a correction factor in sandy soil. The wing plate 2 transfers the passive earth pressure to the deep stable soil mass by increasing the lateral stiffness, 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 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 wing plate 2 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 width and thickness of the wing plate 2 and soil parameters (angle of internal friction, cohesion), breaking through the limitations of traditional empirical estimation.

[0131] The steel consumption 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 the bearing capacity is increased 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, the perimeter is 339mm. After adding two vertical strip wing plates 2 with a size of 4×96mm on both sides of the steel pipe, the perimeter becomes 723mm, and 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 plate 2 has better economy, and the multiple of the increased bearing capacity is higher than the multiple of the increased steel consumption. If only increasing the steel pipe diameter to achieve the bearing capacity of the photovoltaic support with the wing plate 2, the diameter needs to be increased to 230mm, and the steel consumption is 1.4 times that of the photovoltaic support with the wing plate 2.

[0134] Example 2

[0135] Taking the D108×4.0mm steel pipe as an example, the perimeter is 339mm. After adding two vertical strip wing plates 2 with a size of 4×96mm on both sides of the steel pipe, it can be approximately calculated as a square pile b 0 =1.5b 1+0.5. If the steel pipe pile 1 with D300×4.0mm is adopted, 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 of the vertical wing plate 2 are approximately equal. However, the steel consumption of the photovoltaic support with the wing plate 2 is only 56% of that of the conventional steel pipe.

[0136] The above is the preferred implementation manner of the embodiments of the present invention. It should be noted that for those of ordinary skill in the art in this technical field, without departing from the principle 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 photovoltaic support, characterized in that: include: Steel pipe piles (1) for fixing photovoltaic panels; Wing plates (2) symmetrically arranged longitudinally on both sides of the steel pipe pile (1); The wing plate (2) is inserted into the ground (3) along with the steel pipe pile (1), and the vertical bearing capacity, horizontal bearing capacity and shear strength of the steel pipe pile (1) with the wing plate (2) are determined based on the parameter data of the photovoltaic support with the wing plate (2) combined with the parameter data of the soil.

2. The photovoltaic bracket according to claim 1, characterized in that: The steel pipe pile (1) comprises: Piles buried in the earth; The pile body on the soil is located on the top of the pile body buried in the soil; The wing plates (2) are symmetrically arranged on both axial sides of the buried pile body, and the pile body is provided with fixing bolts (4) and through bolts (5), and the fixing bolts (4) and through bolts (5) are used to fix the photovoltaic panels.

3. A method for determining the bearing capacity of a photovoltaic support, applied to the photovoltaic support according to any one of claims 1 to 2, characterized in that: include: Obtain parameter data of the photovoltaic support with wing plate (2) inserted into the soil; The vertical bearing capacity and horizontal bearing capacity of the photovoltaic support with wing plates (2) and the shear strength of the wing plates (2) are determined based on the parameter data of the photovoltaic support with wing plates (2) in combination with the parameter data of the soil.

4. The method for determining the bearing capacity of a photovoltaic support according to claim 3, characterized in that: The step of obtaining parameter data of the photovoltaic support with wing plates (2) inserted into the soil comprises: Obtain the standard value of the ultimate end resistance of each layer around the pile q sik , the thickness of each layer of soil around the pile l i , soil plug effect coefficient at pile end λ p , pull-out coefficient λ i , the proportional coefficient m of the horizontal resistance coefficient of the soil on the pile side, and the horizontal displacement coefficient v of the pile top x , allowable horizontal displacement of the pile at the ground (3) The standard value of passive earth pressure per meter of the wing plate (2) in the transverse direction is E P .

5. The method for determining the bearing capacity of a photovoltaic support according to claim 4, characterized in that: The parameter data of the photovoltaic support with wing plate (2) include: The circumference of the steel pipe pile (1) u0, the width b of the wing plate (2), and 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 material, the cross-sectional inertia moment I of the pile, the wall thickness t of the steel pipe pile (1), the design value of the axial pressure N, the design value of the longitudinal bending moment Mx, and the cross-sectional plastic development coefficient γ x , the net cross-sectional modulus W of the photovoltaic support with wing plate (2) in the longitudinal direction nx .

6. The method for determining the bearing capacity of a photovoltaic support according to claim 5, characterized in that: The method of determining the vertical bearing capacity of the photovoltaic support with the wing plate (2) based on the parameter data of the photovoltaic support with the wing plate (2) and the parameter data of the soil comprises: According to u=u0+4b+2t w Determine the circumference of the pile of the photovoltaic support with wing plate (2), Wherein, u is the circumference of the pile of the photovoltaic support with the wing plate (2), u0 is the circumference of the pile 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∑q sik l i Determine the total limit lateral resistance value of the photovoltaic support with wing plate (2), Among them, Q sk is the total limit lateral resistance value of the photovoltaic support with wing plate (2), u is the pile circumference of the photovoltaic support with wing plate (2), q sik is the standard value of the ultimate end resistance of each layer around the pile, l i is the thickness of each layer of soil around the pile; According to A p =A0+2(b*t w ) to determine the pile tip area, Among them, A p is the pile end area, A0 is the pile end 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 q pk A p Determine the total limit end resistance mark value of the photovoltaic support with wing plate (2), Among them, Q pk is the total limit end resistance value of the photovoltaic bracket with wing plate (2), λ p is the soil plug effect coefficient at the pile end, A p is the pile tip area; According to Q uk =Q sk+ Q pk Determine the standard value of the vertical ultimate bearing capacity of a single pile of a photovoltaic support with a wing plate (2), Among them, Q uk is the standard value of the vertical ultimate bearing capacity of a single pile of a photovoltaic support with a wing plate (2), Q sk is the total limit lateral resistance value of the photovoltaic support with wing plate (2), Q pk The total limiting end resistance value of the photovoltaic support with wing plate (2) is marked.

7. The method for determining the bearing capacity of a photovoltaic support according to claim 6, characterized in that: The method of determining the vertical bearing capacity of the photovoltaic support with the wing plate (2) based on the parameter data of the photovoltaic support with the wing plate (2) and the parameter data of the soil, further comprises: According to T uk =u∑λ i q sik l i Determine the standard value of the ultimate pull-out 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 pull-out bearing capacity of a single pile of a photovoltaic support with a wing plate (2), u is the circumference of the pile of the photovoltaic support with a wing plate (2), λ i is the pull-out coefficient, q sik is the standard value of the ultimate end resistance of each layer around the pile, l i It is the thickness of each layer of soil around the pile.

8. The method for determining the bearing capacity of a photovoltaic support according to claim 5, characterized in that: Determining the horizontal bearing capacity of the photovoltaic support with the wing plate (2) based on the parameter data of the photovoltaic support with the wing plate (2) and the parameter data of the soil comprises: According to b1=d+2b, the side width of the pile body of the photovoltaic support with wing plate (2) is determined. Wherein, 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); The calculated width of the pile of the photovoltaic support with wing plate (2) is determined according to b0=1.5b1+0.

5. Wherein, 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); according to Determine the horizontal coefficient of variation of the photovoltaic support with wing panels (2), Wherein, α is the horizontal variation coefficient of the photovoltaic support with wing plate (2), m is the proportional coefficient of the horizontal resistance coefficient of the soil on the pile side, b0 is the calculated width of the pile body of the photovoltaic support with wing plate (2), E is the elastic modulus of the steel, and I is the section inertia moment of the pile; according to Determine the characteristic value of the horizontal bearing capacity of a single pile of the photovoltaic support with wing plate (2), in, is the characteristic value of the horizontal bearing capacity of a single pile of the photovoltaic support with wing plate (2), α is the horizontal variation coefficient of the photovoltaic support with 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 section inertia moment of the pile, X 0α is the allowable horizontal displacement of the pile body at the ground (3).

9. The method for determining the bearing capacity of a photovoltaic support according to claim 5, characterized in that: Determining the shear strength of the wing plate (2) of the photovoltaic support with the wing plate (2) according to the parameter data of the photovoltaic support with the wing plate (2) combined with the parameter data of the soil, comprises: according to Determine the cross-sectional strength of the photovoltaic support with the wing plate (2), Among them, A n is the cross-sectional strength of the photovoltaic support with 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 wing plate (2), t w is the thickness of the wing plate (2); according to Determine the cross-sectional strength of the photovoltaic support with the wing plate (2), Wherein, τ1 is the cross-sectional strength of the photovoltaic support with wing plate (2), N is the design value of axial pressure, Mx is the design value of longitudinal bending moment, A n is the cross-sectional strength of the photovoltaic support with wing plate (2), γ x is the cross-section plastic development coefficient, W nx It is the net cross-sectional modulus of the photovoltaic support with the wing plate (2) in the longitudinal direction.

10. The method for determining the bearing capacity of a photovoltaic support according to claim 9, characterized in that: Determining the shear strength of the wing plate (2) of the photovoltaic support with the wing plate (2) according to the parameter data of the photovoltaic support with the wing plate (2) combined with the parameter data of the soil, further comprising: According to V = 1.3E P b1 determines the design value of the shear force per meter of the flange (2) in the longitudinal direction. Where V is the design value of the shear force per meter of the flange (2) in the longitudinal direction, E P is the standard value of the passive earth pressure per meter of the wing plate (2) in the transverse direction, and b1 is the side width of the pile body of the photovoltaic support with the wing plate (2); according to Determine the shear strength of the flange (2), Where, τ2 is the shear strength of the flange (2), V is the design value of the shear force per meter in the longitudinal direction of the flange (2), and t w is the thickness of the wing plate (2).

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