A method for configuring annular stiffening ribs of steel tube tower

Abstract

The present invention provides a method for configuring annular stiffening ribs of a steel tube tower, comprising: determining the ring plate thickness interval and the ring plate width interval according to the results of tests and finite element analysis; calculating the bending bearing capacity of node plates without stiffening ribs in different ring plate models in turn by fitting stiffening rib calculation formulas according to experiments based on the ring plate thickness interval and the ring plate width interval; calculating the price coefficient of each ring plate model; on the basis of meeting the bending bearing capacity requirements, taking the corresponding ring plate model when the price coefficient is the smallest as the configuration of the annular stiffening ribs of the steel tube tower; the ring plate model includes: various ring plate forms, ring plate thicknesses and ring plate widths. The method optimizes the calculation method of the ring plate stiffening ribs, makes full use of the strength of the material, and calculates the most economical ring plate stiffening rib configuration method through the steel weight index and price index, which can reduce the workload of manual calculation and selection and reduce the cost.

Description

Technical Field

[0001] The invention relates to the field of steel tube tower and reinforcement, and in particular to a method for configuring annular stiffening ribs of a steel tube tower. Background Art

[0002] When the steel pipe tower is connected by connecting plates, the following methods are usually used: Figure 1 The K node shown. For the K node of the steel tube tower, it often requires complex calculations to configure the annular stiffeners at the node plate. my country's "Design Regulations for Transmission Line Steel Tube Towers" (Q / GDW 391-2009) provides corresponding verification formulas for bending conditions for the cases of no reinforcing ring plate, semi-annular (1 / 4 annular) stiffeners (the node bearing capacity formulas of semi-annular and 1 / 4 annular stiffeners are the same), and full-circular stiffeners. However, according to experimental analysis, it is found that the verification formula is conservative and has a large deviation from the actual bearing capacity. The large margin causes waste of steel. Therefore, it is necessary to find a more accurate formula to calculate and configure the annular stiffeners. Moreover, in actual projects, designers often design annular stiffeners based on experience, and then use the formula to manually calculate and check, which wastes manpower and fails to fully utilize the materials. Therefore, it is necessary to develop a more reasonable configuration tool. Summary of the invention

[0003] In order to overcome the defects of the prior art, a method for configuring annular stiffening ribs of a steel tube tower is provided.

[0004] The purpose of the present invention is achieved through the following technical solutions:

[0005] A method for configuring annular stiffening ribs of a steel tube tower, comprising: determining annular plate thickness intervals and annular plate width intervals according to test and finite element analysis results;

[0006] Based on the ring plate thickness range and ring plate width range, the bending bearing capacity of the node plate without stiffening ribs of different ring plate models is calculated in turn by fitting the calculation formulas of stiffening ribs according to the experiment;

[0007] Calculate the price coefficient of each ring plate model;

[0008] On the basis of meeting the bending bearing capacity requirements, the ring plate model corresponding to the minimum price coefficient is taken as the configuration of the annular stiffening ribs of the steel tube tower;

[0009] The ring plate model includes: various ring plate forms, ring plate thickness and ring plate width.

[0010] Preferably, the calculation to satisfy the bending bearing capacity of the node plate without stiffening ribs includes:

[0011] For different ring plate forms, calculate the bending bearing capacity of the node plate without stiffening ribs under different ring plate thicknesses and ring plate widths;

[0012] The annular plate forms include: 1 / 4 annular stiffening ribs, 1 / 2 annular stiffening ribs and full annular stiffening ribs.

[0013] Preferably, the calculation formula for the bending bearing capacity of the node plate without stiffening ribs is as follows:

[0014] M max =7BT 2 f N

[0015] Where M max is the maximum bending bearing capacity of the node plate without stiffening ribs, f is the design value of the yield strength of the steel pipe, B is the height of the node plate, T is the thickness of the steel pipe, K N is an intermediate variable; intermediate variable K N The calculation formula is as follows:

[0016]

[0017] Where N is the axial force applied to the steel pipe, N y is the yield axial force.

[0018] Preferably, the calculation formula for the bending bearing capacity of the 1 / 4 annular stiffener node plate is as follows:

[0019] When K≤1,

[0020]

[0021]

[0022] P y =min(P y1 ,P y2 )

[0023] When K>1,

[0024]

[0025] Where P y is the bending bearing capacity of the 1 / 4 annular stiffener gusset plate, P y1 and P y2 are the intermediate values ​​of the bending bearing capacity of the 1 / 4 annular stiffener node plate, f r is the yield strength of the ring plate, R is the width of the ring plate, t r is the ring plate thickness, D is the steel pipe diameter, T is the steel pipe thickness, K is the correction coefficient, and C is the extraction coefficient.

[0026] Preferably, the calculation formula for the bending bearing capacity of the 1 / 2 annular stiffener node plate is as follows:

[0027] When K≤1,

[0028]

[0029]

[0030] P x =min(P x1 ,P x2 )

[0031] The bending bearing capacity of the 1 / 2 annular stiffener node plate is the minimum value of Px1 and Px2;

[0032] When K>1,

[0033]

[0034] Where P x is the bending bearing capacity of the 1 / 2 annular stiffener node plate, P x1 and P x2 are the intermediate values ​​of the bending bearing capacity of the 1 / 2 annular stiffener node plate, f r is the yield strength of the ring plate, R is the width of the ring plate, t r is the thickness of the ring plate, D is the diameter of the steel pipe, T is the thickness of the steel pipe, λ is the coefficient, K is the correction variable, and C is the extraction coefficient.

[0035] Preferably, the calculation formula for the bending bearing capacity of the full annular stiffening rib node plate is as follows:

[0036] P z =0.5(1+2K-K 2 )(1+K)Rt r f N

[0037] Where P z is the bending capacity of the annular stiffener gusset plate.

[0038] Preferably, the calculation of the price coefficient of each ring plate model includes:

[0039] According to different ring plate forms, the stiffening rib weight coefficient and stiffening rib welding coefficient of different ring plate thickness and ring plate width under each ring plate form are calculated;

[0040] The price factor is calculated based on the stiffener weight factor and the stiffener welding factor.

[0041] Preferably, the price coefficient P w The calculation formula is as follows:

[0042] P w =y s S+y p P0

[0043] Where: ys is the steel weight price coefficient, taking the local steel processing arrival price, y p is the welding price coefficient, which is obtained from the local welding quotation. S is the stiffening rib weight coefficient and P0 is the stiffening rib welding coefficient.

[0044] Preferably, when the ring plate is in the form of a 1 / 4 annular stiffener, the stiffener weight coefficient and the stiffener welding coefficient are calculated using the following formula:

[0045] S=π(D 2 / 4+DR)t r / 4

[0046] P0=ΠD / 4

[0047] Preferably, when the ring plate is in the form of a 1 / 2 annular stiffener, the stiffener weight coefficient and the stiffener welding coefficient are calculated using the following formula:

[0048] S=π(D 2 / 4+DR)t r / 2

[0049] P0=ΠD / 2

[0050] Preferably, when the ring plate is in the form of a full-annular stiffener, the stiffener weight coefficient and the stiffener welding coefficient are calculated using the following formula:

[0051] S=π(D 2 / 4+DR)t r

[0052] P0=ΠD+2R

[0053] Compared with the closest prior art, the technical solution provided by the present invention has the following beneficial effects:

[0054] The present invention provides a method for configuring annular stiffening ribs of a steel tube tower, comprising: determining the ring plate thickness interval and the ring plate width interval according to the results of tests and finite element analysis; calculating the bending bearing capacity of node plates without stiffening ribs in different ring plate models in turn by fitting stiffening rib calculation formulas according to experiments based on the ring plate thickness interval and the ring plate width interval; calculating the price coefficient of each ring plate model; on the basis of meeting the bending bearing capacity requirements, taking the corresponding ring plate model when the price coefficient is the smallest as the configuration of the annular stiffening ribs of the steel tube tower; the ring plate model includes: various ring plate forms, ring plate thicknesses and ring plate widths. The method optimizes the calculation method of the ring plate stiffening ribs, makes full use of the strength of the material, and calculates the most economical ring plate stiffening rib configuration method through the steel weight index and price index, which can reduce the workload of manual calculation and selection and reduce the cost. BRIEF DESCRIPTION OF THE DRAWINGS

[0055] Figure 1A schematic flow chart of a method for configuring annular stiffening ribs of a steel tube tower according to the present invention;

[0056] Figure 2 It is a typical K node of steel tube tower;

[0057] Figure 3 This is the front view without annular stiffeners;

[0058] Figure 4 It is the side view without annular stiffener;

[0059] Figure 5 It is a top view without annular stiffeners;

[0060] Figure 6 This is the front view of the semi-circular (1 / 4 circular) stiffening rib;

[0061] Figure 7 It is the side view of the semi-circular (1 / 4 circular) stiffening rib;

[0062] Figure 8 It is a top view of a semi-circular (1 / 4 circular) stiffening rib;

[0063] Fig. 9 This is the front view of the full-circle stiffener;

[0064] Fig.10 This is a side view of a full-circle stiffener;

[0065] Fig.11 This is a top view of the full-circle stiffener;

[0066] Fig.12 It is the influence curve of tr / T on the ultimate bearing capacity when R=80.5;

[0067] Fig.13 It is the influence curve of tr / T on the ultimate bearing capacity when R=50.5;

[0068] Fig.14 It is the influence curve of tr / T on the ultimate bearing capacity when R=40.5;

[0069] Fig.15 It is the fitting curve relationship of 1 / 4 annular stiffener;

[0070] Fig.16 is the load-bearing capacity increase factor. DETAILED DESCRIPTION

[0071] The specific implementation modes of the present invention are further described below in conjunction with examples, but the present invention is not limited to these examples.

[0072] Embodiment 1:

[0073] like Figure 2 The figure shows a typical K node of a steel tube tower. Figure 3-5 The view without annular stiffeners is shown. Figure 6-8 This is the view of 1 / 4 circular stiffener. Figure 9-11 Full-circle stiffener view.

[0074] (1) Calculation method of bending bearing capacity of gusset plate without stiffeners

[0075] For the K-node without stiffening ribs, the bearing capacity calculation values ​​given by my country's "Design Regulations for Steel Tubular Towers for Transmission Lines", theoretical analysis, finite element method and test are shown in Table 1.

[0076] Table 1 Comparison of calculation methods and test values ​​for nodes without stiffeners

[0077] Test piece <![CDATA[P e (kN)]]> <![CDATA[P 塔规 (kN)]]> <![CDATA[P ANSYS (kN)]]> <![CDATA[P TEST (kN)]]> 1W 68.95 73.29 88.61 93.67 2W 82.18 87.88 108.32 118.49 2WT 82.18 87.88 108.32 117.22 3W 93.58 102.52 130.11 136.27 4W 81.21 87.88 91.48 100.12 6W 29.30 31.89 33.49 34.64 7W 10.88 12.38 15.66 17.70

[0078] Note: The bearing capacities are all standard bearing capacities and are the tensile forces Pe exerted on the node plates, which are the bearing capacities calculated using the theoretical yield line model.

[0079] From the values ​​of bearing capacity calculated by different methods and experimental bearing capacity in Table 1, the value of "Design Regulations for Steel Tube Tower Structure of Transmission Line" is closest to the test value. Therefore, the local buckling of steel tube under bending condition of node plate without stiffening ribs can be designed and verified according to this specification. According to the partial factor design system of my country, the recommended formula is:

[0080] M max =7BT 2 f N

[0081]

[0082] Where: f—design value of steel pipe yield strength.

[0083] (2) Calculation method of bending bearing capacity of 1 / 4 ring stiffener gusset plate

[0084] According to the comparison between the test and finite element analysis results, it is believed that the established finite element model can better simulate the stress process of the node where the steel pipe is connected to the plate, and its bearing capacity analysis results are highly feasible. Therefore, a series of finite element parameter models for analysis and research are established (see Table 2) to enrich the test data.

[0085] Table 2 Variable parameter model

[0086]

[0087] The bending of the node plate is mainly controlled by the bending yield of the ring plate. When R=80.5 and the thickness of the 1 / 4 (semicircular) ring plate is greater than 10, the local deformation of the steel pipe plays a major controlling role, while the ring plate does not yield. The ring plates of other models all yield and the steel pipe deforms with the yield of the ring plate. Therefore, the calculation formula of the bearing capacity is controlled by these two. Figure 12 to Figure 14 It is the influence curve of R and tr on bearing capacity under different stiffening rib conditions; Fig.15 is the fitting curve of 1 / 4 annular stiffener, Fig.16 is the load-bearing capacity increase factor.

[0088] from Fig.15 It can be seen that the fitting curve is steeper than the curve of the "Design Regulations for Steel Tube Towers for Transmission Lines". The latter is relatively gentle, but it can reflect the change law of bearing capacity with f. It is believed that the curve of the "Design Regulations for Steel Tube Towers for Transmission Lines" has the same trend as the fitting curve of the present invention. The fitting formula of the present invention is as follows:

[0089] When K≤1,

[0090]

[0091]

[0092] P y =min(P y1 ,P y2 )

[0093] When K>1,

[0094]

[0095] Where: In the formula, P y is the bending bearing capacity of the 1 / 4 annular stiffener gusset plate, P y1 and P y2 are the intermediate values ​​of the bending bearing capacity of the 1 / 4 annular stiffener node plate, f r is the yield strength of the ring plate, R is the width of the ring plate, t r is the thickness of the ring plate, D is the diameter of the steel pipe, T is the thickness of the steel pipe, K is the correction coefficient, and C is the extraction coefficient; f r is the yield strength of the ring plate, and r is the inner radius of the steel tube.

[0096] Table 3 Comparison of calculation methods and test values ​​for 1 / 4 ring stiffener nodes

[0097]

[0098] From the calculation results in Table 3, it can be seen that the fitting results of the present invention are very close to the calculation results of the "Regulations on Structural Design of Steel Tube Towers for Transmission Lines", and there is a safety margin of 1.1 to 1.3 compared with the test results. Therefore, it is recommended to still use the method of this specification to design and verify the local yield of steel tube nodes with 1 / 4 annular stiffening ribs.

[0099] (3) Calculation method of bending bearing capacity of 1 / 2 annular stiffener gusset plate

[0100] In the "Design Regulations for Steel Tube Towers for Transmission Lines", 1 / 2 annular stiffeners are considered equivalent to 1 / 4 annular stiffeners and calculated in the same way. However, during this test, it was found that there was a large gap between the test bearing capacities of 4S and 6B. 1 / 2 annular stiffeners are more effective than 1 / 4 annular stiffeners in improving the local yield bearing capacity. At the same time, the test bearing capacities of the other groups of specimens with 1 / 2 annular stiffeners are also higher than those with 1 / 4 annular stiffeners, as shown in Table 4.

[0101] Table 4 Comparison of calculation methods and test values ​​for 1 / 2 ring stiffener nodes

[0102]

[0103] To this end, the present invention specifically analyzes the difference between 1 / 2 annular stiffeners and 1 / 4 annular stiffeners in improving the local yield bearing capacity. Since the failure modes of 1 / 4 annular plates and semicircular annular plates are similar, when the annular plates yield, the yield surfaces on the annular plates are similar. From the analysis, when the annular plates are bent, the stability of the semicircular annular plates is better than that of the 1 / 4 annular plates, so that the bearing capacity of the former is greater than that of the latter. Therefore, the coefficient of increase in the bearing capacity of the semicircular annular plates compared to the 1 / 4 annular plates is obtained by curve fitting.

[0104] Combination Figure 12 to Figure 14 The analysis of the case with 1 / 2 annular stiffeners is carried out with reference to the case with 1 / 4 annular stiffeners, but the node bearing capacity P x It is possible to consider increasing the amplification factor by 1.25 times, which can be expressed as: When K≤1,

[0105]

[0106]

[0107] P x =min(P x1 ,P x2 )

[0108] The bending bearing capacity of the 1 / 2 annular stiffener node plate is the minimum value of Px1 and Px2;

[0109] When K>1,

[0110]

[0111] Where P x is the bending bearing capacity of the 1 / 2 annular stiffener node plate, P x1 and P x2 are the intermediate values ​​of the bending bearing capacity of the 1 / 2 annular stiffener node plate, f r is the yield strength of the ring plate, R is the width of the ring plate, t r is the ring plate thickness, D is the steel pipe diameter, T is the steel pipe thickness, λ is the coefficient, K is the correction variable, C is the extraction coefficient, f r is the yield strength of the ring plate, and r is the inner radius of the steel tube.

[0112] (4) Calculation method of bending bearing capacity of annular stiffener gusset plate

[0113] From the test bearing capacity of the node plate with annular stiffening ribs in bending in Table 5, it is much larger than the bearing capacity calculated according to the "Design Regulations for Steel Tubular Towers of Transmission Lines". It can be seen that the method of the "Design Regulations for Steel Tubular Towers of Transmission Lines" is conservative. From the perspective of the finite element change process (see Fig.15 ), the ring plate reaches yield and the steel tube also undergoes serious deformation. However, the calculation method of the "Design Regulations for Steel Tube Tower Structures of Transmission Lines" is that the bending deformation of the ring plate plays a major controlling role.

[0114] The calculation results are fitted with a curve:

[0115] P1=0.5(1+2f-f 2 )(1+f)Rt r f y

[0116] Table 5 Comparison of calculation methods for bearing capacity of circular stiffener steel pipe

[0117]

[0118] Note: The bearing capacities in the table are all local deformation yield strength of steel tube nodes.

[0119] Table 5 gives the ratios of the bearing capacity calculated by various methods to the test bearing capacity. From the analysis results, compared with the "Design Regulations for Steel Tube Towers for Transmission Lines", the fitting formula of the present invention can better reflect the local yield bearing capacity of the node in the case of a ring, and has a certain safety margin. According to the design system of my country's partial coefficient, the recommended formula can be expressed as follows:

[0120] P z =0.5(1+2K-K 2 )(1+K)Rt r f

[0121] in: The meanings of the remaining parameters are the same as before.

[0122] (5) Automatic configuration of annular stiffeners

[0123] According to the steel pipe diameter D, steel pipe thickness T, node plate height B, and axial force N applied to the steel pipe, the ring plate form, ring plate thickness tr and ring plate width R are obtained.

[0124] Embodiment 2:

[0125] To implement automatic configuration of annular stiffeners for steel tube towers, follow these steps:

[0126] See also Figures 2 to 11 , input the steel pipe diameter D, steel pipe thickness T, node plate height B, axial force N applied to the steel pipe, and obtain the ring plate form, ring plate thickness tr and ring plate width R.

[0127] When the ring plate is in the form of 1 / 4 annular stiffener, the stiffener weight coefficient and stiffener welding coefficient are calculated using the following formula:

[0128] S=π(D 2 / 4+DR)t r / 4

[0129] P0=ΠD / 4

[0130] When the ring plate is in the form of 1 / 2 annular stiffener, the stiffener weight coefficient and stiffener welding coefficient are calculated using the following formula:

[0131] S=π(D 2 / 4+DR)t r / 2

[0132] P0=ΠD / 2

[0133] When the ring plate is in the form of full annular stiffeners, the stiffener weight coefficient and stiffener welding coefficient are calculated using the following formula:

[0134] S=π(D 2 / 4+DR)t r

[0135] P0=ΠD+2R

[0136] S is the stiffening rib weight coefficient, P0 is the stiffening rib welding coefficient, and the price coefficient P w The calculation formula is as follows:

[0137] P w =y s S+y p P0

[0138] y sis the steel weight price coefficient, taking the local steel processing arrival price, y p is the welding price coefficient, which is the local welding quotation price.

[0139] The automatic calculation configuration method is to set the ring plate thickness range and the ring plate width range, and calculate the ring plate thickness tr and ring plate width R combinations that meet the bearing capacity (1) to (3) in the range, and take the price coefficient P w The corresponding combination of ring plate thickness tr and ring plate width R at the minimum is automatically configured successfully, and the ring plate stiffening rib form is the ring plate stiffening rib form corresponding to the combination.

[0140] Embodiment 3:

[0141] For the K node of the steel tube tower, the horizontal components of the force acting on the two branches form a pair of couples, which will cause the problem of local buckling of the main steel tube. At present, the elastic finite element and stress concentration factor methods are mostly used to analyze the mechanical performance of this type of tube-plate connected steel tube nodes, but there is no detailed study on the failure mechanism of the tube-plate node. my country's "Design Regulations for Transmission Line Steel Tube Towers" (Q / GDW391-2009) stipulates that the steel tube tower without a reinforcing ring plate (see Figure 3-5 ), semi-circular (1 / 4 circular) stiffening ribs Figure 6-8 (The bearing capacity formulas of semi-circular and 1 / 4 circular stiffeners are the same), full circular stiffeners (see Figure 9-11 ) and other situations, the corresponding calculation formulas under bending conditions are listed as follows:

[0142] (1) No annular stiffener

[0143]

[0144]

[0145] Where: f—design value of steel pipe yield strength.

[0146] (2) Semi-circular (1 / 4 circular) stiffening ribs

[0147]

[0148] When f≤1.0,

[0149]

[0150] When f>1.0,

[0151]

[0152]

[0153] M y=min(P y1 ,P y2 ,P y3 )B (2-5)

[0154]

[0155] Where: f r —Design value of yield strength of annular stiffener.

[0156] (3) Full circle situation

[0157] P y1 =2(BeT+Rt r )f r p (2-6)

[0158] p is the root of the following equation:

[0159] when hour,

[0160]

[0161] when hour,

[0162]

[0163] when hour,

[0164]

[0165] when hour,

[0166]

[0167]

[0168] When f<1,

[0169] When f≥1,

[0170] M y =min(P y1 ,P y2 )B (2-12)

[0171] The above formula gives the calculation method of K node bearing capacity.

[0172] Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0173] In the description of the present invention, unless otherwise specified, "plurality" means two or more than two; the orientations or positional relationships indicated by the terms "upper", "lower", "left", "right", "inner", "outer", "front end", "rear end", "head", "tail", etc. are based on the orientations or positional relationships shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operate in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", "third", etc. are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0174] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "connected" and "connection" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0175] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent substitution, improvement, etc. made within the spirit and principle of the present invention are included in the scope of the claims of the present invention to be approved.

Claims

1. A method for configuring annular stiffening ribs of a steel tube tower, characterized in that: include: Determine the ring plate thickness range and ring plate width range based on test and finite element analysis results; Based on the ring plate thickness range and ring plate width range, the bending bearing capacity of the node plate without stiffening ribs of different ring plate models is calculated in turn by fitting the calculation formulas of stiffening ribs according to the experiment; Calculate the price coefficient of each ring plate model; On the basis of meeting the bending bearing capacity requirements, the ring plate model corresponding to the minimum price coefficient is taken as the configuration of the annular stiffening ribs of the steel tube tower; The ring plate model includes: each ring plate form, ring plate thickness and ring plate width; The calculations described above satisfy the bending bearing capacity of the gusset plate without stiffeners include: For different ring plate forms, calculate the bending bearing capacity of the node plate without stiffening ribs under different ring plate thicknesses and ring plate widths; The ring plate forms include: 1 / 4 ring stiffening rib, 1 / 2 ring stiffening rib and full ring stiffening rib; The calculation formula for the bending bearing capacity of the node plate without stiffening ribs is as follows: <h2 style=";text-align:left;direction:ltr">M<h2 style=";text-align:left;direction:ltr"> max <h2 style=";text-align:left;direction:ltr"> <7BT<h2 style=";text-align:left;direction:ltr"> 2 <h2 style=";text-align:left;direction:ltr"> fK<h2 style=";text-align:left;direction:ltr"> N Where M max is the maximum bending bearing capacity of the node plate without stiffening ribs, f is the design value of the steel pipe yield strength, B is the node plate height, T is the steel pipe thickness, K N is an intermediate variable; intermediate variable K N The calculation formula is as follows: Where N is the axial force applied to the steel pipe, N y is the yield axial force; The calculation formula for the bending bearing capacity of the 1 / 4 annular stiffener node plate is as follows: When K≤1, P y =min(P y1 ,P y2 ) When K>1, Where P y is the bending bearing capacity of the 1 / 4 annular stiffener gusset plate, P y1 and P y2 are the intermediate values ​​of the bending bearing capacity of the 1 / 4 annular stiffener node plate, f r is the yield strength of the ring plate, R is the width of the ring plate, t r is the thickness of the ring plate, D is the diameter of the steel pipe, T is the thickness of the steel pipe, K is the correction coefficient, and C is the extraction coefficient; The calculation formula for the bending bearing capacity of the 1 / 2 annular stiffener node plate is as follows: When K≤1, P x =min(P x1 ,P x2 ) The bending bearing capacity of the 1 / 2 annular stiffener node plate is the minimum value of Px1 and Px2; When K>1, Where P x is the bending bearing capacity of the 1 / 2 annular stiffener node plate, P x1 and P x2 are the intermediate values ​​of the bending bearing capacity of the 1 / 2 annular stiffener node plate, f r is the yield strength of the ring plate, R is the width of the ring plate, t r is the thickness of the ring plate, D is the diameter of the steel pipe, T is the thickness of the steel pipe, λ is the coefficient, K is the correction variable, and C is the extraction coefficient; The calculation formula for the bending bearing capacity of the full annular stiffener node plate is as follows: P z =0.5(1+2K-K 2 )(1+K)Rt r fK N Where P z is the bending bearing capacity of the annular stiffener gusset plate; The calculation of the price coefficient of each ring plate model includes: According to different ring plate forms, the stiffening rib weight coefficient and stiffening rib welding coefficient of different ring plate thickness and ring plate width under each ring plate form are calculated; Calculate the price factor based on the stiffener weight factor and stiffener welding factor; The price coefficient P w The calculation formula is as follows: P w =y s S+y p P0 Where: y s is the steel weight price coefficient, taking the local steel processing arrival price, y p is the welding price coefficient, taking the local welding quotation, S is the stiffening rib weight coefficient, and P0 is the stiffening rib welding coefficient; When the ring plate is in the form of 1 / 4 annular stiffener, the stiffener weight coefficient and stiffener welding coefficient are calculated using the following formula: S=π(D 2 / 4+DR)t r / 4 P0=ΠD / 4; When the ring plate is in the form of 1 / 2 annular stiffener, the stiffener weight coefficient and stiffener welding coefficient are calculated using the following formula: S=π(D 2 / 4+DR)t r / 2 P0=ΠD / 2; When the ring plate is in the form of full annular stiffeners, the stiffener weight coefficient and stiffener welding coefficient are calculated using the following formula: S=π(D 2 / 4+DR)t r P0=ΠD+2R.

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