CALCULATION AND ANALYSIS METHOD OF LIMIT LOAD, DEFORMATION AND ENERGY DISSIPATING OF RING NET PANEL IN FLEXIBLE PROTECTION SYSTEM

Abstract

A calculation method of limit load, deformation and energy dissipating of a ring net panel of a flexible protection net, includes step (1): determining geometrical parameters of the ring net, connection type of steel rings, and diameter of steel wires; step (2): determining a loading rate, a loaded region and a boundary condition of the ring net panel; step (3): obtaining basic mechanical parameters of materials through tests, and establishing a critical damage criterion of the ring net panel; step (4): establishing an equivalent calculation model of a ring net panel based on a fiber-spring unit; and step (5): calculating a puncturing displacement, a puncturing load and energy dissipating of the ring net panel. The method adopts a calculation assumption of load path equivalence.

Description

CROSS REFERENCES TO THE RELATED APPLICATIONS

This application is based upon and claims priority to Chinese Patent Application No. 202010365241.1, filed on Apr. 30, 2020, the entire contents of which are incorporated herein by reference.

TECHNICAL FIELD

The present invention relates to a calculation and analysis method of a ring net panel in a flexible protection system, belongs to the field of side slope protection engineering, and more particularly, to a calculation method of limit load, deformation and energy dissipating of the ring net panel of a flexible protection net.

BACKGROUND

Recently, due to the comprehensive influence of human factors such as a man-made slope of road, excessive exploration, etc. and natural factors such as heavy rain, extreme rainfall, etc., geological disasters such as collapse and rockfall, landslide, debris flow, etc. occur frequently in southwest and southeast hilly mountainous regions and northwest regions in China. These situations present significant hidden danger for causing damage to property and person. The flexible protection system, a new interception structure, is commonly applied to the field of geological disaster protection.

The flexible protection system is a complex non-linear structure system composed of a support part (steel column), an interception part (flexible net), an energy dissipating part (decompression ring), a connection part (steel rope, shackle) and an anchor part (base, anchor pole). The flexible interception net is a key part of successfully implementing a safety protection function of the flexible protection system. It bears the direct impact, for example, of falling rocks. Once the net is damaged, the protection system loses its loading and protection function. At present, a rhombic net, a double twisted hexagonal net, a G.T.S net, a ring net and the like are often adopted as interception parts in the flexible protection system.

Compared with other types of nets, the ring net panel has a greater deformation and load bearing ability, which are often applied to a high energy level protection net. The ring net is formed by a loose connection, and thus when the ring panel is subjected to the impact, non-linear characteristics such as strong contact, slippage, damage and the like typically occur. As a result, the design of the flexible protection system has become very complex. Quantitative evaluation for the deformation, loading and energy dissipating abilities is critical for designing the ring net so that its safety protection function is optimal.

At present, the relevant standard with respect to engineering design of the flexible protection system includes only two industry standards, that is, “The flexible safety net for protection of slope along the line” (TB/T3089-2004) and “Component of flexible system for protecting highway slope” (JT/T 528-2004) in China. In the two industry standards, products, such as the steel rope, shackle, decompression ring and the like, are inspected by the inspection methods and requirements under a static condition. However, the evaluation method is simple, and a comprehensive evaluation index with respect to safety performances such as deformation, loading, energy dissipating and the like of the ring net panel is not considered by the current method either. Therefore, it is difficult to ensure a reasonable and competent selection and engineering design for the interception part in the practical engineering. The net panel is considered as a portion of the force transmission parts of the system, and a type and size of the ring net panel are designed according to the limited test result, which cannot perform quantitative calculation for out-of-plane deformation, loading and energy dissipating abilities of the ring net panel to formulate the basis of a reliable design.

The deformation ability of the ring net panel depends on a loose connection and a non-linear deformation between net rings. These are important for guaranteeing formation of an optimal buffering ability of the flexible protection system. Compared with a rigid structure, large deformation of the flexible net on impact significantly prolongs the duration time of impact. This effectively reduces the impact force peak, thereby reducing internal forces of other parts such as the steel column, support rope and the like in the system reducing the degree of damage to the protection system. The loading ability of the ring net panel depends on the material strength of a high-strength steel rope and the number of winding turns of a net ring.

The loading ability is also influenced by factors such as the number of strands of the steel rope, an area of the loaded region, boundary constraint and the like. The loading ability of the ring panel is a key index indicating whether the interception function can be implemented. The energy dissipating ability of the ring net panel depends on a common result of the deformation ability and the loading ability, which is matched with a protection level index of the flexible protection system, and adapted to a design method based on energy matching in the design of the protection system. The deformation, loading and energy dissipating abilities of the ring net panel together form the comprehensive evaluation index of the safety of the interception parts of the protection system. In the practical engineering, a quantitative analysis method of performance evaluation of the ring net panel is established to ensure a reliable design of the protection net, which is significant to improve the interception effect for geological disasters such as rockfalls, landslides, debris flows, etc. and reduce losses of the disasters. Thus, an improved quantitative analysis method of performance evaluation of the ring panel is highly desirable.

SUMMARY

The objective of the present invention is to provide a calculation method of limit load, deformation and energy dissipating of a ring net panel of a flexible protection net that is capable of solving the existing problem that the safety performance evaluation and the design selection of the interception net panel in the flexible protection net system lack a quantitative description method for guaranteeing that the interception net panel of the protection net may achieve the protection ability required by its design.

The above purpose of the present invention is implemented through the following technical solutions.

The calculation method of the limit load, deformation and energy dissipating of the ring net panel of the flexible protection net includes the following steps:

Step (1): determining geometrical parameters of the ring net panel, a nested net ring and a wound steel rope.

The ring net panel is connected to a support part having a protection structure through a shackle and the steel rope, and is manufactured by nesting single rings, an inner diameter of the single ring is d. Each single ring is manufactured by winding the steel rope having a diameter of d_min to form different numbers of turns n_w, and a cross-sectional area of the single ring is A

A=n _w πd _min ²/4

The ring net panel has a length w_x and a width w_y, a four-nested-into-one ring net panel is formed by using a minimum steel rope having a total length of l_wire

$l_{\mathrm{wire}}=\frac{n_w\pi d}{2\sqrt{2}d}\left[\left(w_x-d+2\sqrt{2}d\right)\left(w_y-d+2\sqrt{2}d\right)+\left(w_x-d\right)\left(w_y-d\right)\right]$

The four-nested-into-one ring net panel is formed by a minimum steel rope having a total mass of m_wire

m _wire =ρπd _min ² l _wire/4

Step (4): establishing an equivalent calculation model of the ring net panel based on a fiber-spring unit.

Selecting a Cartesian coordinate system as a standard coordinate system of the model, wherein h is a rising height of an edge of the loading heading end. The net ring in the loaded region presents a rectangular shape after the deformation, and wherein a_x is a side length in an x direction, a_y is a side length in ay direction, and axial deformation of the net ring is ignored, then

$\{\begin{array}{c}{a}_1+a_2=\pi d/2\\ a_1/a_2=w_2/w_1\end{array}\hspace{1em}$

the calculation model presents a biaxial symmetry. The net ring at the loaded region is straightened and intersects with an edge of the heading end having a spherical crown shape, a side length of the ring net panel in a positive half axis direction of an axis x is w_x, intersection points at intervals of a_y are marked as P₁, P₂ . . . P_i . . . P_m, and intersection points at intervals of w_x/(2m+1) of the corresponding boundary are marked as Q₁, Q₂ . . . Q_i . . . Q_m, and at any moment. A coordinate of a point P_i of an edge of the loaded region is:

$\{\begin{array}{c}{x}_P\left[i\right]=a_x\left(i-1/2\right)\\ y_P\left[i\right]=\sqrt{R_p^2-{a_x^2\left(i-1/2\right)}^2}\\ z_P\left[i\right]=z\end{array}\mathrm{and}\{\begin{array}{c}{x}_P\left[i\right]\ge 0\\ y_P\left[i\right]\ge 0\\ z_P\left[i\right]\ge 0\end{array}$

a coordinate of a point Q_i at the boundary may be represented as:

$\{\begin{array}{c}{x}_Q\left[i\right]=w_x\left(i-1/2\right)/\left(2m_x+1\right)\\ y_Q\left[i\right]=w_y/2\\ z_Q\left[i\right]=0\end{array}\mathrm{and}\{\begin{array}{c}{x}_Q\left[i\right]\ge 0\\ y_Q\left[i\right]\ge 0\\ z_Q\left[i\right]\ge 0\end{array}$

wherein i=1, 2 . . . m, a calculation formula of an upper limit m taken by i is

m=round(R_p/a_i)

A position vector direction of a fiber-spring unit connecting the two points P_i and Q_i may be represented as an equation

PQ=(x_Q[i]−x_P[i],y_Q[i]−y_P[i],−z)

in the loading process, a length value of each fiber-spring unit:

L[i]=|PQ|,L₀[i]=|PQ|_z=0

wherein L₀[i] is an initial length of the unit;

at any moment, a fiber length l_r and a spring length l_s in the unit respectively are:

$\left(a\right)0<{\gamma }_N\le {\gamma }_{N1}\{\begin{array}{c}{l}_s\left[i\right]=\frac{E_{f1}A\left(L\left[i\right]-l_{f0}\left[i\right]\right)+k_s{l}_{s0}{l}_{f0}\left[i\right]}{k_s{l}_{f0}\left[i\right]+E_{f1}A}\\ l_f\left[i\right]=\frac{k_s{l}_{f0}\left[i\right]\left(L\left[i\right]-l_{f0}\right)+E_{f1}{\mathrm{Al}}_{f0}\left[i\right]}{k_s{l}_{f0}\left[i\right]+E_{f1}A}\end{array}\left(b\right){\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\{\begin{array}{c}{l}_s\left[i\right]=\frac{E_{f2}A/l_{f0}\left[i\right]\left(L\left[i\right]-l_{f1}\left[i\right]\right)+k_s{l}_{s1}\left[i\right]}{k_s+E_{i2}A/l_{f0}\left[i\right]}\\ l_f\left[i\right]=\frac{k_s\left(L\left[i\right]-l_{s1}\left[i\right]\right)+l_{f1}\left[i\right]E_{f2}A/l_{f0}\left[i\right]}{k_s+E_{i2}A/l_{f0}\left[i\right]}\end{array}$

wherein l_f1 and l_s1 respectively are the fiber and spring lengths when y_N=y_N1;

at any moment, an internal force value of the i^th fiber-spring unit

$F\left[i\right]=\{\begin{array}{cc}{K}_1\left[i\right]\left(L\left[i\right]-L_0\left[i\right]\right),& 0<{\gamma }_N\le {\gamma }_{N1}\\ K_1\left[i\right]\left(L_1\left[i\right]-L_0\left[i\right]\right)+K_2\left[i\right]\left(L\left[i\right]-L_1\left[i\right]\right),& {\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\end{array}$

at any moment, an energy value of the i^th fiber-spring unit dissipated in the loading process

$E\left[i\right]=\{\begin{array}{cc}{K}_1\left[i\right]{\left(L\left[i\right]-L_0\left[i\right]\right)}^2/2,& 0<{\gamma }_N\le {\gamma }_{N1}\\ \begin{array}{c}{K}_{1}L\left[i\right]\left(L_1\left[i\right]-L_0\left[i\right]\right)+K_1\left(L_0^2\left[i\right]-L_1^2\left[i\right]\right)/2+\\ {K_2\left(L\left[i\right]-L_1\left[i\right]\right)}^2/2,\end{array}& {\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\end{array}$

A length of the ring net panel in a positive half axis of an axis v is marked as w_y, intersection points at intervals of w_y/(2n+1) are marked as C₁, C₂ . . . C_j . . . C_n, intersection points of the corresponding boundary are marked as D₁, D₂ . . . D_j . . . D_n. Similarly, coordinates of points C_j and D_j of the edge of the loaded region, a total length L[j] of the unit, an internal force value F[j] of each unit, and energy dissipating E[j] at any moment may all be obtained from symmetry.

Step (5): calculating a puncturing displacement. A puncturing load and energy dissipating of the ring net panel

In the displacement loading process of the ring net panel, when an invalidation occurs in any fiber-spring unit of the calculation model, the net is deemed to be damaged, that is, a condition that the damage occurs in the ring net panel is:

max{|F[i]|,|F[J]|}=γ_Nmaxσ_yn_wπd_min²/4.

Further, after step (1), the calculation method further includes:

Step (2): determining a loading rate, a loaded region and a boundary condition of the ring net panel.

according to the geometrical parameters of the ring net panel in step (1), further determining whether the loading rate applied to the ring net panel satisfies a quasi-static loading requirement;

judging whether a size of the loaded region satisfies a protection condition; and

judging that the boundary of the ring net panel is a hinged boundary or an elastic boundary.

Further, the loading rate in the step (2) refers to a moving speed of a loading heading end having a spherical crown shape in a direction vertical to a net surface of the ring net panel, and the loading rate needs to satisfy a quasi-static condition, that is, a vertical loading speed is smaller than 10 mm/s;

The loaded region refers to a region where direct contact occurs between the heading end having a spherical crown shape and the ring net panel, and a size of the loaded region needs to satisfy the protection condition, that is, a diameter D of a maximum loaded region needs to be smaller than ⅓ of a size of the ring net panel in the shortest direction Minimum{w_x, w_y};

The boundary of the ring net panel may be divided into the hinged boundary or the elastic boundary. If it is the elastic boundary, an equivalent stiffness of the boundary is k_s=const, and if it is the hinged boundary, an equivalent stiffness of the boundary is k_s=∞.

Further, after step (2), the calculation method further includes:

step (3): obtaining basic mechanical parameters of materials through tests, and establishing a critical damage criterion of the ring net panel.

Selecting the steel rope and a steel rope net ring consistent with the geometrical parameters in step (1) to respectively conduct a tensile test of the steel rope and a breaking test of a three-ring ring chain. Obtaining a stress-strain curve of a material of the ring net panel through the test of the steel rope, to extract material parameters such as an elastic modulus E, a yield strength σ_y, an ultimate strength σ_b, a maximum plastic strain ε^p, etc. Obtaining a tension-displacement curve of a ring chain through the test of the ring chain, to extract an initial length l_N0 of the ring chain, a length l_N1 at a bent boundary moment, a tension F_N1, an axial stress σN₁, a development degree of the axial stress γ_N1, a length l_N2 at a breaking moment, a tension F_N2, an axial stress σ_N2, and a development degree of the axial stress γ_N2. Obtaining the damage criterion when puncturing occurs in the ring net panel, that is, the development degree of the maximum axial stress of the net ring in a force transmission path of the edge of the loaded region of the ring net panel is as follows:

γ_Nmax=γ_N2=σ_N2/σ_y=F_N2/(2σ_yA).

Further, step (5) further includes:

when a rising height of the heading end is, as i increases (i=1, 2, 3, . . . ), the initial length L₀[i] of the fiber-spring unit increases, while the axial force F[i] of the fiber-spring unit reduces, that is,

L ₀[i]<L₀[i+1]⇒F[i+1]<F[i]

a unit having a minimum length in the model is

L ₀|_i=1=min{L₀[i],L₀[j]}

that is, as for loading the displacement outside a specific surface, the internal force of the unit (i=1) develops fastest, and the unit (i=1) is first damaged

F| _i=1=γ_N2σ_yA

Thus, the length of the first damaged unit is

$L_{\max |i=1}=L_0+{\sigma }_{y}A\left(\frac{{\gamma }_{N1}}{K_1{|}_{i=1}}+\frac{{\gamma }_{N2}-{\gamma }_{N1}}{K_2{|}_{i=1}}\right)$

a length L₀ of the fiber-spring unit at a moment of z=0, a length L_max of the unit at a moment of z=H and a height H of the loaded region at this time form a right triangle, it is obtained according to the Pythagorean theorem that the puncturing displacement is

H=z=√{square root over (L_max²|_i=1−L₀²|_i=1)}

vectors F[i] and F[j] of the internal force of the fiber-spring unit in x and y directions and energy E[i] and E[j] dissipated by the unit may be obtained through the symmetry, projecting all force vectors toward a vertical direction, and considering the symmetry, a puncturing force of the ring net panel is obtained:

F=4{Σ_i=1^mF[i]h/L[i]+Σ_j=1ⁿF[j]h/L[j]}

all energy dissipated by the fiber-spring unit are accumulated to obtain the dissipated energy of the ring net:

E=4{Σ_i=1^mE[i]+Σ_j=1ⁿE[j]}.

Further, the equivalent calculation model of the ring net panel based on the fiber-spring unit established in the step (4) is biaxial symmetrical. A ¼ model is considered to perform calculation and analysis. The net ring at the loaded region is straightened and intersects with an edge of the heading end having a spherical crown shape. A side length of the ring net panel in a positive half axis direction of the axis x is w_x, intersection points at intervals of a_x are marked as P₁, P₂ . . . P_i . . . P_m, and intersection points at intervals of w_x/(2m+1) of the corresponding boundary are marked as Q₁, Q₂ . . . Q_i . . . Q_m, and at any moment. A coordinate of the point P, of the edge of the loaded region is:

$\{\begin{array}{c}{x}_P\left[i\right]=a_x\left(i-1/2\right)\\ y_P\left[i\right]=\sqrt{R_p^2-{a_x^2\left(i-1/2\right)}^2}\\ z_P\left[i\right]=z\end{array}\mathrm{and}\{\begin{array}{c}{x}_P\left[i\right]\ge 0\\ y_P\left[i\right]\ge 0\\ z_P\left[i\right]\ge 0\end{array}$

a coordinate of a point Q_i at the boundary may be represented as:

$\{\begin{array}{c}{x}_Q\left[i\right]=w_x\left(i-1/2\right)/\left(2m_x+1\right)\\ y_Q\left[i\right]=w_y/2\\ z_Q\left[i\right]=0\end{array}\mathrm{and}\{\begin{array}{c}{x}_Q\left[i\right]\ge 0\\ y_Q\left[i\right]\ge 0\\ z_Q\left[i\right]\ge 0\end{array}$

wherein i=1, 2, . . . m, a calculation formula of an upper limit m taken by i is

m=round(R_p/a₁)

Since the calculation model is biaxial, the internal force and deformation of the fiber-spring unit contained in the remaining ¾ of the ring net panel may both be similarly obtained in conjunction with step (3).

Further, the puncturing displacement of the ring net panel in the step (5) refers to a difference between a height from the ground at a moment when the loading heading end having a spherical crown shape initially contacts the ring net panel and a height at a moment when the puncturing damage occurs. The puncturing displacement depends on the deformation of the fiber-spring unit in the shortest force transmission path of the ring net panel when the breaking occurs, and the equation of the puncturing displacement is:

H=z=√{square root over (L_max²|_i=1−L₀²|_i=1)}.

Further, the out-of-plane puncturing force of the ring net panel in the step (5) refers to the projected accumulation values of all vectors of the internal force of the fiber-spring unit in the loading direction when the heading end having the spherical crown shape loads the ring net panel and the puncturing damage occurs, and the equation is:

F=4{Σ_i=1^mF[i]h/L[i]+Σ_j=1ⁿF[j]h/L[j]}.

Further, the energy dissipated by the ring net panel in the step (5) refers to a sum of work done by all vectors of the internal force of the fiber-spring unit in respective directions during the process that the heading end having the spherical crown shape loads the ring net panel at the initial moment, until the puncturing damage occurs in the ring net panel, and the equation is:

E=4{Σ_i=1^mE[i]+Σ_j=1ⁿE[j]}.

Further, the high-strength steel rope in the step (1) is a basic material of manufacturing the ring net panel, a surface is plated with anti-corrosion coating, and a diameter d_min is 2 mm-3 mm; the high-strength steel rope is formed to a single steel rope net ring having an inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel. The ring net panel is formed by nesting a large number of single rings in a four-nested-into-one mode, and an external contour of the ring net panel presents a rectangle.

Compared with the prior art, the advantages of the present invention are:

(1) the present invention firstly provides an analysis and calculation method of the key interception part (the ring net panel) in a passive flexible protection system under the influence of various factors, deduces the calculation formulas of the ultimate deformation, limit load and ultimate energy dissipating when the puncturing damage occurs in the ring net panel, which is a great supplement and improvement for the existing analysis and calculation technology of the flexible protection.

(2) The basic mechanical parameter is obtained according to the uniaxial tensile test of the steel rope material of the ring net panel, the development degree of the axial stress of the ring net panel in the shortest force transmission path is obtained through the breaking test of the three-ring ring chain and the damage criterion of the ring net is determined, thereby guaranteeing the accuracy of parameter values of the calculation model and the reliability of the calculation result of the model.

(3) Based on the load path equivalence principle, the force characteristic and the damage mechanism of the ring net panel under the ultimate state are specified, a three-dimensional load path equivalent mechanical model is established, thereby implementing a cross section equivalence of the steel rope, a vector equivalence of the force transmission and a region equivalence of the puncturing, which complies with the practical damage criterion. Moreover, it is feasible in an engineering application.

(4) The calculation formulas of the ultimate deformation, load and energy dissipating of the ring net panel are all vector operations, which is suitable for program implementation, and benefits for simultaneously analyzing and calculating ultimate performances of the ring net panel under the influence of various factors. The implementation process has high efficiency and accuracy.

(5) The calculation efficiency of the non-linear analysis of the ring net panel is improved, and an analysis difficulty is reduced, thereby facilitating the calculation and analysis for the interception parts in the flexible protection system.

BRIEF DESCRIPTION OF THE DRAWINGS

In order to explain the technical solutions in embodiments of the present invention or the prior art more clearly, a brief description of the drawings for the embodiments or the prior art is presented below. It should be noted that the following drawings are some embodiments of the present invention, and those ordinary technical persons skilled in the art, on the premise that no creative effort is exerted, may also obtain other drawings according to these drawings.

FIG. 1 shows a puncturing ultimate state of a ring net panel according to a calculation method of limit load, deformation and energy dissipating of the ring net panel of a flexible protection net in the present application.

FIG. 2 shows a typical force-displacement curve in a tension state of a ring chain according to the calculation method of limit load, deformation and energy dissipating of the ring net panel of the flexible protection net in the present application.

FIG. 3 shows a cross-section of a single ring according to the calculation method of limit load, deformation and energy dissipating of the ring net panel of the flexible protection net in the present application.

FIG. 4 shows a typical force-displacement curve in a puncturing process of the ring net panel according to the calculation method of limit load, deformation and energy dissipating of the ring net panel of the flexible protection net in the present application.

FIG. 5 shows the number of force vectors of a loaded region according to the calculation method of limit load, deformation and energy dissipating of the ring net panel of the flexible protection net in the present application.

FIG. 6 is a top view of a calculation model of the ring net panel according to the calculation method of limit load, deformation and energy dissipating of the ring net panel of the flexible protection net in the present application.

FIG. 7 is a main view of a calculation model of the ring net panel according to a calculation method of limit load, deformation and energy dissipating of the ring net panel of the flexible protection net in the present application.

DETAILED DESCRIPTION OF THE EMBODIMENTS

In order to clearly illustrate the purpose, technical solutions and advantages of embodiments of the present invention, the technical solutions in the embodiments of the present invention will be described clearly and completely below in conjunction with the drawings in the embodiments of the present invention, and obviously, the described embodiments are a part of embodiments of the present invention, rather than the entire embodiments. Based on the embodiments of the present invention, all the other embodiments obtained by those ordinary technical persons in the art on the premise that no creative effort is exerted, belong to scopes protected by the present invention.

The analysis and calculation implementation process of the present invention is specifically explained below in conjunction with the mechanical model which adopts the calculation method of the present invention. The ultimate deformation, loading and energy dissipating abilities of the ring net panel under loading of the out-of-plane quasi-static state at the shackle boundary as shown in FIG. 1 are calculated by adopting the present invention.

As shown in FIGS. 1-7, specific processes of the calculation method of the limit load, deformation and energy dissipating of the ring net panel of the present invention are as follows:

Step (1): geometrical parameters of the ring net panel, a nested net ring, and a wound steel rope are determined.

A side length of a square ring net panel is w₀=3.0m, an inner diameter of the net ring in the ring net panel is d=300 mm, and each net ring is formed by winding the steel rope having a diameter of d_min=3.0 mm and n_w=7 turns. The boundary of the ring net panel adopts a shackle to hinge, and an equivalent boundary rigidity is k_s=∞. The loaded region of the ring net panel is circular, a diameter of a loading apparatus is D=1.0 m, the loaded position is located at a geometrical center of the ring net panel, and a loading direction is vertical to a net surface direction.

A cross-section area of the single net ring is A

A=7π×0.003²/4=4.948×10⁻⁵m²

The ring net panel (nesting mode: four-nested-into-one) is formed by a minimum steel rope having a total length of l_wire

$l_{\mathrm{wire}}=\frac{7\pi \times 0.3}{2\sqrt{2}\times 0.3}\left[{\left(3-0.3+2\sqrt{2}\times 0.3\right)}^2+{\left(3-0.3\right)}^2\right]=145.02m$

The ring net panel (nesting mode: four-nested-into-one) is formed by a minimum steel rope having a total mass of m_wire

m _wire=7850×π×0.003²×145.02/4=8.05 kg

Step (2): a loading rate, a loaded region and a boundary condition of the ring net panel are determined.

According to the geometrical parameters of the ring net panel in step (1), the loading rate of v=7 min/s<10 mm/s applied to the ring net panel is further determined, which satisfies a quasi-static loading condition. The diameter of the maximum loaded region is D=1.0 m≤w₀/3, which satisfies a safety protection requirement. The boundary equivalent spring rigidity of the ring net panel is k_s=∞, and an initial length of the spring is l_s0=0.05 m.

Step (3): basic mechanical parameters of materials are obtained through tests, and a critical damage criterion of the ring net panel is established.

The steel rope (a diameter is d_min=3.0 mm) and a steel rope net ring (the winding number of turns of the steel rope is n_w=7, an inner diameter of the net ring is d=0.3m) consistent with the geometrical parameters in step (1) are selected to respectively conduct a tensile test of the steel rope and a breaking test of a three-ring ring chain. A stress-strain curve of the ring net panel material is obtained through the test of the steel rope, to obtain an elastic modulus E=1504 GPa of the steel rope, a yield strength being σ_y=1770 MPa, an ultimate strength being σ_b=1850 MPa, a maximum plastic strain being ε^p+=0.05. A tension-displacement curve of a ring chain is obtained through the test of the ring chain, to extract an initial length l_N0=0.9m of the ring chain, a length l_N1=1.327m at a bent boundary moment, a tension F_N1=11.011 kN, a development degree of the axial stress γ_N1=0.063, a length l_N2=1.403m at a breaking moment, a tension F_N2=73.410 kN, and a development degree of the axial stress γ_N2=0.419. As shown in FIGS. 1, 2 and 4, the change of an axial tensile rigidity in the ring chain stretching process features two stages, the steel rope ring chain is equivalent to fiber deformation, and rigidities at the two stages respectively are

$\{\begin{array}{cc}{E}_{f1}=\frac{11.011\times 0.9}{2\times 4.948\times {10}^{-5}\times \left(1.327-0.9\right)}=234.520\mathrm{MPa},& 0<{\gamma }_N\le {\gamma }_{N1}\\ E_{f2}=\frac{\left(73.410-11.011\right)\times 0.9}{2\times 4.948\times {10}^{-5}\times \left(1.403-1.327\right)}=7523.068\mathrm{MPa},& {\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\end{array}\hspace{1em}$

The damage criterion when the puncturing occurs in the ring net panel is obtained simultaneously, that is, the development degree of the maximum axial stress of the net ring in a force transmission path of the loaded region edge of the ring net panel is as follows:

γ_Nmax=σ_N2/σ_y=0.40

Step (4): an equivalent calculation model of the ring net panel based on a fiber-spring unit is established.

A Cartesian coordinate system (xyz) is selected as a standard coordinate system of the model, b is a rising height of a top of the loaded end. The net ring in the loaded region presents a rectangle after the deformation (a_x is a side length in an x direction, a_y is a side length in a y direction), and axial deformation of the net ring is ignored, then

$\{\begin{array}{c}{a}_x+a_y=0.3\pi /2\\ a_x/a_y=1\end{array}\Rightarrow a_x=a_y=0.2356m$

The calculation model presents a biaxial symmetry, the net ring of the loaded region is straightened and intersects with an edge of the heading end having a spherical crown shape, a side length of the ring net panel in a positive half axis direction of an axis x is w_x, intersection points at intervals of a_x are marked as P₁, P₂ . . . P_i . . . P_m, and intersection points at intervals of w_x/(2m+1) of the corresponding boundary are marked as Q₁, Q₂ . . . Q_i . . . Q_m, wherein i=1, 2, . . . m, a calculation formula of an upper limit m taken by i is

m=round(0.5/0.2356)=2

a coordinate of a point P₁ of the edge of the loaded region is:

$\{\begin{array}{c}{x}_P\left[1\right]=0.2356\times \left(1-1/2\right)=0.1178m\\ y_P\left[1\right]=\sqrt{{0.5}^2-{0.2356}^2\times {\left(1-1/2\right)}^2}=0.4859m\\ z_P\left[1\right]=z\end{array}\hspace{1em}$

a coordinate of a point Q₁ of the boundary position may be represented as:

$\{\begin{array}{c}{x}_Q\left[1\right]=2.95\times \left(1-1/2\right)/\left(2\times 2+1\right)=0.295m\\ y_Q\left[1\right]=2.95/2=1.475m\\ z_Q\left[1\right]=0\end{array}\hspace{1em}$

a coordinate of a point P₂ of the edge of the loaded region is:

$\{\begin{array}{c}{x}_P\left[2\right]=0.2356\times \left(2-1/2\right)=0.3534m\\ y_P\left[2\right]=\sqrt{{0.5}^2-{0.2356}^2\times {\left(2-1/2\right)}^2}=0.3537m\\ z_P\left[2\right]=z\end{array}\hspace{1em}$

a coordinate of a point Q₂ of the boundary position may be represented as:

$\{\begin{array}{c}{x}_Q\left[2\right]=2.95\times \left(2-1/2\right)/\left(2\times 2+1\right)=0.885m\\ y_Q\left[2\right]=2.95/2=1.475m\\ z_Q\left[2\right]=0\end{array}\hspace{1em}$

a position vector matrix of a fiber-spring unit connecting the two points P_i and Q_i may be represented as

$\mathrm{PQ}={\left[\begin{array}{ccc}0.1772& 0.9891& -z\\ 0.3516& 1.1213& -z\end{array}\right]}^T$

at any moment, a length value of each fiber-spring unit:

L[1]=√{square root over (0.1772²+0.9891²+z²)}

L[2]=√{square root over (0.3516²+1.1213²+z²)}

at an initial moment z=0, a length value L₀[i] of each fiber-spring unit is:

L ₀[1]=√{square root over (0.1772²+0.9891²+z²)}|_z=0=1.0048m

L ₁[2]=√{square root over (0.3516²+1.1213²+z²)}|_z=0=1.2409m

at any moment, a fiber length l_f and a spring length l_s in the i^th unit (i=1, 2) respectively are

$\left(a\right)0<{\gamma }_N\le {\gamma }_{N1}$ $\{\begin{array}{c}{l}_s\left[1\right]=\frac{E_{f1}A\left(L\left[1\right]-l_{f0}\left[1\right]\right)+k_s{l}_{s0}{l}_{f0}\left[1\right]}{k_s{l}_{f0}\left[i\right]+E_{f1}A}\\ l_f\left[1\right]=\frac{k_s{l}_{f0}\left[1\right]\left(L\left[1\right]-l_{s0}\right)+E_{f1}{\mathrm{Al}}_{f0}\left[1\right]}{k_s{l}_{f0}\left[1\right]+E_{f1}A}\end{array}\left(b\right){\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\{\begin{array}{c}{l}_s\left[1\right]=\frac{E_{f2}A/l_{f0}\left[1\right]\left(L\left[1\right]-l_{f1}\left[1\right]\right)+k_s{l}_{s1}\left[1\right]}{k_s+E_{f2}A/l_{f0}\left[1\right]}\\ l_f\left[1\right]=\frac{k_s\left(L\left[1\right]-l_{s1}\left[1\right]\right)+l_{f1}\left[1\right]E_{f2}A/l_{f0}\left[1\right]}{k_s+E_{f2}A/l_{f0}\left[1\right]}\end{array}$

wherein l_f1 and l_s1 respectively are the fiber and spring lengths when γ_N=γ_N1.

The boundary spring is connected to the equivalent fiber in series, combination rigidities of the first (i=1) fiber-spring unit at two stages respectively are

$\{\begin{array}{cc}{K}_1\left[1\right]=1/\left[l_{f0}\left[1\right]/\left(E_{f1}A\right)+1/k_s\right]=12.141\mathrm{kN}\text{/}m,& 0<{\gamma }_N\le {\gamma }_{N1}\\ K_2\left[1\right]=1/\left[l_{f0}\left[1\right]/\left(E_{f2}A\right)+1/k_s\right]=389.854\mathrm{kN}\text{/}m,& {\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\end{array}\hspace{1em}$

combination rigidities of the second (i=2) fiber-spring unit at two stages respectively are

$\{\begin{array}{cc}{K}_1\left[2\right]=1/\left[l_{f0}\left[2\right]/\left(E_{f1}A\right)+1/k_s\right]=9.733\mathrm{kN}\text{/}m,& 0<{\gamma }_N\le {\gamma }_{N1}\\ K_2\left[2\right]=1/\left[l_{f0}\left[2\right]/\left(E_{f2}A\right)+1/k_s\right]=312.561\mathrm{kN}\text{/}m,& {\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\end{array}\hspace{1em}$

at any moment, an internal force value of the i^th fiber-spring unit (i=1, 2) is as follows:

$F\left[i\right]=\{\begin{array}{cc}{K}_1\left[i\right]\left(L\left[i\right]-L_0\left[i\right]\right),& 0<{\gamma }_N\le {\gamma }_{N1}\\ K_1\left[i\right]\left(L_1\left[i\right]-L_0\left[i\right]\right)+K_2\left[i\right]\left(L\left[i\right]-L_1\left[i\right]\right),& {\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\end{array}$

at any moment, an energy value of the i^th fiber-spring unit (i=1, 2) dissipated in the loading process is as follows:

$E\left[i\right]=\{\begin{array}{cc}{K}_1\left[i\right]{\left(L\left[i\right]-L_0\left[i\right]\right)}^2/2,& 0<{\gamma }_N\le {\gamma }_{N1}\\ \begin{array}{c}{K}_{1}L\left[i\right]\left(L_1\left[i\right]-L_0\left[i\right]\right)+K_1\left(L_0^2\left[i\right]-L_1^2\left[i\right]\right)/\\ 2+{K_2\left(L\left[i\right]-L_1\left[i\right]\right)}^2/2\end{array},& {\gamma }_{N1}<{\gamma }_N\le {\gamma }_{N2}\end{array}$

a length of the ring net panel in a positive half axis of an axis y is marked as w₀, intersection points at intervals of w₀/(2m+1) are marked as C₁, C₂ . . . C_j . . . C_n, intersection points of the corresponding boundary are marked as D₁, D₂ . . . D_j . . . D_n. Similarly, coordinates of points C_j and D_j of the edge of the loaded region, a total length L[j] of the unit, an internal force value F[j] of each unit, and energy dissipating E[j] at any moment may all be obtained from symmetry.

step (5): calculating a puncturing displacement, a puncturing load and energy dissipating of the ring net panel.

In the displacement loading process of the ring net panel, when an invalidation occurs in any fiber-spring unit of the calculation model, the ring net panel is damaged, that is, a condition that damage occurs in the ring net panel is:

max{|F[i]|,|F[j]|}=0.419×1770×7×π×3²/4=36.696 kN

a unit having a minimum length in the model is

L ₀|_i=1=min{L₀[i],L₀[j]}=1.005 m

that is, as for loading the displacement outside a specific surface, the internal force of the unit (i=1) develops fastest, and the unit (i=1) is first damaged

F| _i=1=γ_N2σ_yA=36.696 kN

Thus, the length of the first damaged unit is

${L_{\max }}_{i=1}=1.005+1770\times 49.48\times \left(\frac{0.063}{12140}+\frac{0.149-0.063}{389854}\right)=1.539m$

A length L₀ of the fiber-spring unit at a moment of z=0, a length L_max of the unit at a moment of z=H and a height Hof the loaded region at this time form a right triangle. According to the Pythagorean theorem, the puncturing displacement (a height of the loaded region) is

H=z=√{square root over (1.539²×1.005²)}=1.165 m

When the puncturing occurs in the ring net panel, z=1.165 is substituted into the equation of F[i]:

F[1]=K₁[1](L₁[1]−L₀[1])+K₂[1](L[1]−L₁[1])=36.705 kN

F[2]=K₁[2](L₁[2]−L₀[2])+K₂[2](L[2]−L₁[2])=26.283 kN

z=1.165 is substituted into the equation of E[i]:

E[1]=K₁L[1](L₁[1]−L₀[1])+K₁(L₀²[1]−L₁²[1])/2+K₂(L[1]−L₁[1])²/2=2.937 kJ

E[2]=K₁L[2](L₁[2]−L₀[2])+K₂(L₀²[2]−L₁²[2])/2+K₂(L[2]−L₁[2])²/2=1.819 kJ

a vector F[i] and F[j] of the internal force of the fiber-spring unit in x and y directions and an energy E[i] and E[j] dissipated by the unit may be obtained through the symmetry, wherein F[i]=F[j], and E[i]=E[j]. All force vectors are projected toward a vertical direction, and considering the symmetry, a puncturing force of the ring net panel is as follows:

F=4{Σ_i=1^mF[i]h/L[i]+Σ_j=1ⁿF[j]h/L[j]}=366.247 kN

all energy dissipated by the fiber-spring unit is accumulated to obtain the dissipated energy of the ring net as follows:

E=4{Σ_i=1^mE[i]+Σ_j=1ⁿE[j]}=38.050 kJ

When the ring net panels in the passive flexible protection net are connected by aluminum-alloy swaged ferrules, it should comply with the provision of “Aluminum-alloy swaged ferrules for steel wire rope” GB/T 6946-2008. When the ring net panels are connected by the shackle, it should comply with the provision of “Forged shackles for general lifting purposes-Dee shackles and how shackles” GB/T 25854-2010.

The above embodiments are only used to explain the technical solutions of the present invention, rather than limiting them. Although the present invention is specifically explained referring to the previous embodiments, those ordinary technical persons in the art should understand that they still may amend the technical solutions recorded in the previous respective embodiments, or perform equivalent replacements for partial technical features therein. These amendments or replacements do not make the nature of the corresponding technical solutions depart from the spirits and scopes of the technical solutions of the respective embodiments of the present invention.

Claims

1. A calculation method of limit load, deformation and energy dissipating of a ring net panel of a flexible protection net, comprising step (1): determining geometrical parameters of the ring net panel, a nested net ring, and a wound steel rope, whereinthe ring net panel is connected to a support part having a protection structure through a shackle and a steel rope, and is manufactured by nesting a plurality of single rings, an inner diameter of each single ring of the plurality of single rings is d, the each single ring is manufactured by winding the steel rope having a diameter of dmin to form different numbers of turns nw, and a cross-sectional area of the single ring is A A=nwπdmin2/4;the ring net panel has a length wx and a width wy, a four-nested-into-one ring net panel is formed by using a minimum steel rope having a total length of lwire

2. The calculation method according to claim 1, wherein, after step (1), the calculation method further comprises: step (2): determining a loading rate, the loaded region and a boundary condition of the ring net panel, whereinaccording to the geometrical parameters of the ring net panel in step (1), whether the loading rate applied to the ring net panel satisfies a quasi-static loading requirement is further determined;whether a size of the loaded region satisfies a protection condition is judged; andwhether a boundary of the ring net panel is a hinged boundary or an elastic boundary is judged.

3. The calculation method according to claim 2, wherein the loading rate in the step (2) is a moving speed of the loading heading end having the spherical crown shape in a direction vertical to a net surface of the ring net panel, and the loading rate satisfies the quasi-static loading requirement, wherein, the quasi-static loading requirement is that a vertical loading rate of the loading heading end is smaller than 10 mm/s; the loading heading end having the spherical crown shape directly comes in contact with the ring net panel at the loaded region, and the size of the loaded region satisfies the protection condition, wherein, the protection condition is that a diameter D of a maximum loaded region is smaller than ⅓ of a size of the ring net panel in a shortest direction Minimum{wx, wy});the boundary of the ring net panel comprises the hinged boundary or the elastic boundary, if the boundary of the ring net panel is the elastic boundary, an equivalent stiffness of the boundary is ks=const, and if the boundary of the ring net panel is the hinged boundary, an equivalent stiffness of the boundary is ks=∞.

4. The calculation method according to claim 2, wherein, after step (2), the calculation method further comprises: step (3): obtaining basic mechanical parameters of materials through tests, and establishing a critical damage criterion of the ring net panel, whereinthe steel rope and a steel rope net ring consistent with the geometrical parameters in step (1) are selected to respectively conduct a tensile test of the steel rope and a breaking test of a three-ring ring chain; a stress-strain curve of the ring net panel material is obtained through the tensile test of the steel rope, to extract material parameters such as an elastic modulus E, a yield strength σy, an ultimate strength σb, a maximum plastic strain εp, etc.; a tension-displacement curve of a ring chain is obtained through the breaking test of the three-ring ring chain, to extract an initial length lN0 of the ring chain, a length lN1 at a bent boundary moment, a tension FN1, an axial stress σN1, a development degree of the axial stress γN1, a length lN2 at a breaking moment, a tension FN2, an axial stress σN2, and a development degree of the axial stress γN2; the critical damage criterion when puncturing occurs in the ring net panel is obtained, wherein, the critical damage criterion is that the development degree of a maximum axial stress of the net ring in a force transmission path of the edge of the loaded region of the ring net panel is: γNmax=γN2=σN2/σy=FN2/(2σyA).

5. The calculation method according to claim 1, wherein, step (5) further comprises: when a rising height of the loading heading end is z, as i increases (i=1, 2, 3, . . . ), an initial length L0[i] of the fiber-spring unit increases, while an axial force F[i] of the fiber-spring unit reduces, L0[i]<L0[i+1]⇒F[i+1]<F[i];the fiber-spring unit having a minimum length in the equivalent calculation model is L0|i=1=min{L0[i],L0[j]};when a displacement is loaded outside a specific surface, an internal force of the fiber-spring unit (i=1) develops fastest, and the fiber-spring unit (i=1) is first damaged F|i=1=γN2σyA; a length of the fiber-spring unit first damaged is

6. The calculation method according to claim 1, wherein the equivalent calculation model of the ring net panel based on the fiber-spring unit established in the step (4) is biaxially symmetrical, ¼ of the equivalent calculation model is considered to perform calculation and analysis, the net ring of the loaded region is straightened and intersects with an edge of the loading heading end having the spherical crown shape, the side length of the ring net panel in the positive half axis direction of the axis x is wx, the first intersection points at intervals of ax are marked as P1, P2 . . . Pi . . . Pm, and the second intersection points at intervals of wx/(2m+1) of the boundary corresponding to the side length of the ring net panel are marked as Q1, Q2 . . . Qi . . . Qm, and at any moment, the coordinate of the point Pi of the edge of the loaded region is:

7. The calculation method according to claim 5, wherein the puncturing displacement of the ring net panel in the step (5) is a difference between a height from the ground at a moment when the loading heading end having the spherical crown shape initially contacts the ring net panel and a height at a moment when puncturing damage occurs, the puncturing displacement depends on the deformation of the fiber-spring unit in a shortest force transmission path of the ring net panel when the breaking occurs, and an equation of the puncturing displacement is: H=z=√{square root over (Lmax2|i=1−L02|i=1)}.

8. The calculation method according to claim 5, wherein the puncturing force of the ring net panel in the step (5) is a projected accumulation value of all vectors of the internal force of the fiber-spring unit in a loading direction when the loading heading end having the spherical crown shape loads the ring net panel and puncturing damage occurs, and an equation is: F=4{Σi=1mF[i]h/L[i]+Σj=1nF[j]h/L[j]}.

9. The calculation method according to claim 5 wherein the energy dissipated by the ring net panel in the step (5) is a sum of work done by all vectors of the internal force of the fiber-spring unit in respective directions during the loading process from the initial moment to a puncturing moment, wherein the loading heading end having the spherical crown shape loads the ring net panel at the initial moment, and puncturing damage occurs in the ring net panel at the puncturing moment, and an equation is: E=4{Σi=1mE[i]+Σj=1nE[j]}.

10. The calculation method according to claim 1, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

11. The calculation method according to claim 3, wherein, after step (2), the calculation method further comprises: step (3): obtaining basic mechanical parameters of materials through tests, and establishing a critical damage criterion of the ring net panel, whereinthe steel rope and a steel rope net ring consistent with the geometrical parameters in step (1) are selected to respectively conduct a tensile test of the steel rope and a breaking test of a three-ring ring chain; a stress-strain curve of the ring net panel material is obtained through the tensile test of the steel rope, to extract material parameters such as an elastic modulus E, a yield strength σy, an ultimate strength σb, a maximum plastic strain εp, etc.; a tension-displacement curve of a ring chain is obtained through the breaking test of the three-ring ring chain, to extract an initial length lN0 of the ring chain, a length lN1 at a bent boundary moment, a tension FN1, an axial stress σN1, a development degree of the axial stress γN1, a length lN2 at a breaking moment, a tension FN2, an axial stress σN2, and a development degree of the axial stress γN2; the critical damage criterion when puncturing occurs in the ring net panel is obtained, wherein, the critical damage criterion is that the development degree of a maximum axial stress of the net ring in a force transmission path of the edge of the loaded region of the ring net panel is: γNmax=γN2=σN2/σy=FN2/(2σyA).

12. The calculation method according to claim 2, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

13. The calculation method according to claim 3, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

14. The calculation method according to claim 4, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

15. The calculation method according to claim 5, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

16. The calculation method according to claim 6, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

17. The calculation method according to claim 7, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

18. The calculation method according to claim 8, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.

19. The calculation method according to claim 9, wherein the steel rope having high strength in the step (1) is a basic material of manufacturing the ring net panel, a surface of the steel rope is plated with anti-corrosion coating, and a diameter dmin of the steel rope is 2 mm-3 mm; the steel rope having high strength is formed to a single steel rope net ring having the inner diameter of d after winding a mold a certain number of turns, and the net ring is a basic unit of the ring net panel; the ring net panel is formed by nesting the plurality of single rings in a four-nested-into-one mode, and an external contour of the ring net panel is rectangular.