Method, system, device and readable storage medium for skew adjustment of steel truss girder

Abstract

The application discloses a steel truss beam axis deviation adjusting method, system, device and readable storage medium, comprising determining a first growth amount of a first splicing plate between an erected beam segment and a first adjusting beam segment, a third growth amount of a second splicing plate between the first adjusting beam segment and a second adjusting beam segment based on a main beam truss width, a length of the first adjusting beam segment, a length of the second adjusting beam segment and a horizontal and longitudinal distance of an upper end node of the erected beam segment; determining a second growth amount of a first longitudinal stiffening rib splicing plate between the erected beam segment and the first adjusting beam segment based on the main beam truss width, a distance of a longitudinal stiffening rib relative to a lower edge of the main beam and the first growth amount; determining a fourth growth amount of a second longitudinal stiffening rib splicing plate between the first adjusting beam segment and the second adjusting beam segment based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam and the third growth amount; and adjusting the axis deviation of the main beam based on the first growth amount, the second growth amount, the third growth amount, the fourth growth amount and an initial distance of a bolt group, so that the axis deviation of the main beam is ensured to be within a specified limit value.

Description

Technical Field

[0001] This application relates to the field of bridge engineering, specifically to a method, system, device, and readable storage medium for adjusting the axial deviation of a steel truss girder. Background Technology

[0002] With the development of my country's bridge construction, large-span steel truss bridges spanning rivers and seas are becoming increasingly common. To improve construction efficiency, the main beams of these bridges are typically installed using whole-segment hoisting, with connections between segments generally achieved through bolted joints and welded bridge decks. However, manufacturing errors can lead to inconsistencies in the length of upstream and downstream main truss members, resulting in lateral axial deviation during installation. The "Highway Engineering Quality Inspection and Evaluation Standard, Volume 1: Civil Engineering (JTG F80 / 1—2017)" stipulates that the axial deviation of the main beam should not exceed 20mm. However, when the bridge span is large, the axial deviation of the main beam gradually accumulates with the erection of beam segments, exceeding the specified limit. Currently, there is no mature solution to adjust the axial deviation of the main beam. Therefore, how to adjust the axial deviation of the main beam to ensure it does not exceed the specified limit is a pressing issue that needs to be addressed. Summary of the Invention

[0003] This application provides a method, system, device, and readable storage medium for adjusting the axial deviation of a steel truss girder, which can solve the technical problem in the prior art where the axial deviation of the main girder gradually accumulates as the girder segments are erected and exceeds the specified limit value.

[0004] In a first aspect, embodiments of this application provide a method for adjusting the axial deviation of a steel truss girder, the method comprising:

[0005] The first increase in the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the width of the main beam truss, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment.

[0006] The second increase in the splicing plate of the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment is determined based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam, and the first increase.

[0007] The third increase in the second splice plate between the first and second adjustment beam segments is determined based on the main beam truss width, the length of the second adjustment beam segment, and the longitudinal distance between the upper nodes of the already erected beam segments.

[0008] The fourth increase in the splice plate of the second longitudinal stiffener between the first and second adjustment beam segments is determined based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the third increase.

[0009] The main beam axial deviation is adjusted based on the first, second, third, and fourth growth amounts, as well as the preset initial spacing of the bolt group.

[0010] In conjunction with the first aspect, in one embodiment, determining the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment based on the main girder truss width, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment includes:

[0011] Substituting the width of the main girder truss, the length of the first adjusted beam segment, and the lateral and longitudinal distances of the upper nodes of the already erected beam segments into the first calculation formula yields the first increase. The first calculation formula is:

[0012]

[0013] In the formula, d is the width of the main beam truss; l is the length of the first adjusted beam segment; x1 and x2 are the lateral distances between the first and second end nodes on the erected beam segment, respectively; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ1 is the first increase.

[0014] In conjunction with the first aspect, in one embodiment, determining the second increase in the length of the first longitudinal stiffening rib splice plate between the erected beam segment and the first adjusted beam segment based on the main girder truss width, the distance between the longitudinal stiffening ribs and the lower edge of the main girder, and the first increase includes:

[0015] Substituting the main girder truss width, the distance of the longitudinal stiffener relative to the lower edge of the main girder, and the first increase into the second calculation formula, we obtain the second increase. The second calculation formula is as follows:

[0016]

[0017] In the formula, d is the width of the main beam truss; S i Δ1 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ1 is the first increase; i is the number of longitudinal stiffeners; P i This is the second largest increase.

[0018] In conjunction with the first aspect, in one implementation, determining the third increase in the second splice plate between the first and second adjusting beam segments based on the main girder truss width, the length of the second adjusting beam segment, and the longitudinal distance between the upper nodes of the already erected beam segments includes:

[0019] Substituting the main girder truss width, the length of the second adjusting beam segment, and the longitudinal distance between the upper nodes of the already erected beam segment into the third calculation formula yields the third increase, which is:

[0020]

[0021] In the formula, d is the width of the main girder truss; l is the length of the second adjustment beam segment; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ2 is the third increase.

[0022] In conjunction with the first aspect, in one embodiment, determining the fourth increase in the second longitudinal stiffening rib splice plate between the first and second adjusting beam segments based on the main beam truss width, the distance between the longitudinal stiffening ribs and the lower edge of the main beam, and the third increase includes:

[0023] Substituting the main girder truss width, the distance between the longitudinal stiffener and the lower edge of the main girder, and the third increase into the fourth calculation formula yields the fourth increase, which is:

[0024]

[0025] In the formula, d is the width of the main beam truss; S i Δ2 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ2 is the third increase; i is the number of longitudinal stiffeners; Q i This is the fourth growth rate.

[0026] In conjunction with the first aspect, in one embodiment, adjusting the main beam axial deviation based on a first increase, a second increase, a third increase, a fourth increase, and a preset initial bolt spacing includes:

[0027] The first length of the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the first growth amount and the initial spacing of the bolt group.

[0028] The second length of the splice plate corresponding to the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment is determined based on the second growth amount and the initial spacing of the bolt group.

[0029] The lateral displacement of the main beam is adjusted according to the first length and the second length;

[0030] The third length corresponding to the second splice plate between the first and second adjustment beam segments is determined based on the third growth amount and the initial spacing of the bolt group.

[0031] Based on the fourth growth amount and the initial spacing of the bolt group, the fourth length corresponding to the splice plate of the second longitudinal stiffening rib between the first adjustment beam segment and the second adjustment beam segment is determined.

[0032] The lateral deflection angle of the main beam is adjusted according to the third and fourth lengths.

[0033] Secondly, embodiments of this application provide a system for adjusting the axial deviation of a steel truss girder, the system comprising:

[0034] The first processing module is used to determine the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment.

[0035] The second processing module is used to determine the second increase of the first longitudinal stiffening rib splice plate between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam, and the first increase.

[0036] The third processing module is used to determine the third increase of the second splice plate between the first and second adjustment beam segments based on the main beam truss width, the length of the second adjustment beam segment, and the longitudinal distance between the upper nodes of the erected beam segments.

[0037] The fourth processing module is used to determine the fourth growth amount of the second longitudinal stiffening rib splice plate between the first and second adjustment beam segments based on the main beam truss width, the distance of the longitudinal stiffening ribs relative to the lower edge of the main beam, and the third growth amount.

[0038] The adjustment module is used to adjust the axial deviation of the main beam based on the first increase, the second increase, the third increase, the fourth increase, and the preset initial spacing of the bolt group.

[0039] In conjunction with the second aspect, in one implementation, the first processing module is specifically used for:

[0040] Substituting the width of the main girder truss, the length of the first adjusted beam segment, and the transverse and longitudinal distances of the upper nodes of the already erected beam segment into the first calculation formula, the first calculation formula is as follows:

[0041]

[0042] In the formula, d is the width of the main beam truss; l is the length of the first adjusted beam segment; x1 and x2 are the lateral distances between the first and second end nodes on the erected beam segment, respectively; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ1 is the first increase.

[0043] Thirdly, embodiments of this application provide a device for adjusting the axial deviation of a steel truss girder. The device includes a processor, a memory, and a program for adjusting the axial deviation of the steel truss girder stored in the memory and executable by the processor. When the program for adjusting the axial deviation of the steel truss girder is executed by the processor, it implements the steps of the method for adjusting the axial deviation of the steel truss girder as described in any of the preceding claims.

[0044] Fourthly, embodiments of this application provide a computer-readable storage medium storing a program for adjusting the axial deviation of a steel truss beam, wherein when the program for adjusting the axial deviation of the steel truss beam is executed by a processor, it implements the steps of the method for adjusting the axial deviation of the steel truss beam as described in any of the preceding claims.

[0045] The beneficial effects of the technical solutions provided in this application include:

[0046] The first increase in the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the main girder truss width, the length of the first adjusted beam segment, and the lateral and longitudinal distances between the upper nodes of the erected beam segment. Then, the second increase in the splice plate between the erected beam segment and the first adjusted beam segment is determined based on the main girder truss width, the distance of the longitudinal stiffeners relative to the lower edge of the main girder, and the first increase. This first and second increase are used to adjust the lateral displacement of the main girder. Simultaneously, the first increase in the first longitudinal stiffener splice plate between the erected beam segment and the first adjusted beam segment is determined based on the main girder truss width, the length of the first adjusted beam segment, and the longitudinal distances between the upper nodes of the erected beam segment. The third increase in the second splice plate between the first and second adjustment beam segments is determined based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the third increase. The fourth increase in the splice plate between the first and second adjustment beam segments is then determined. The lateral deflection angle of the main beam is adjusted through the third and fourth increases, thereby completely adjusting the axial deflection of the main beam to 0. This avoids the axial deflection of the main beam from exceeding the specified limit value and solves the technical problem in related technologies where the axial deflection of the main beam gradually accumulates and exceeds the specified limit value as the beam segments are erected. Attached Figure Description

[0047] Figure 1 This is a flowchart illustrating an embodiment of the method for adjusting the axial deviation of a steel truss girder according to this application;

[0048] Figure 2 This is a schematic diagram showing the arrangement of nodes for the already erected beam segment, the first adjusted beam segment, and the second adjusted beam segment;

[0049] Figure 3 This is a schematic diagram showing the arrangement of the first and second adjusting beam segments;

[0050] Figure 4 A schematic diagram of the arrangement of stiffening ribs for the bridge deck;

[0051] Figure 5 A schematic diagram showing the extension of the first splicing plate between the already erected beam segment and the first adjusted beam segment;

[0052] Figure 6 A schematic diagram showing the extension of the splice plate of the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment;

[0053] Figure 7This is a schematic diagram showing the extension of the second splice plate between the first and second adjustment beam segments;

[0054] Figure 8 A schematic diagram showing the extension of the splice plate of the second longitudinal stiffening rib between the first and second adjustment beam segments;

[0055] Figure 9 This is a schematic diagram of the architecture of a system embodiment for adjusting the axial deviation of the steel truss girder in this application;

[0056] Figure 10 This is a schematic diagram of the hardware structure of the equipment for adjusting the axial deviation of the steel truss beam involved in the embodiments of this application.

[0057] In the figure, 1-existing beam segment, 2-first adjustment beam segment, 3-second adjustment beam segment, 4-first splice plate, 5-second splice plate, 6-theoretical axis of main beam, 7-longitudinal stiffening rib, 8-axis of existing beam segment, 9-splice plate of first longitudinal stiffening rib, 10-splice plate of second longitudinal stiffening rib. Detailed Implementation

[0058] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.

[0059] To make the objectives, technical solutions, and advantages of this application clearer, the embodiments of this application will be described in further detail below with reference to the accompanying drawings.

[0060] In a first aspect, embodiments of this application provide a method for adjusting the axial deviation of a steel truss beam.

[0061] In one embodiment, reference is made to Figure 1 , Figure 1 This is a schematic flowchart illustrating an embodiment of the method for adjusting the axial deviation of a steel truss girder according to this application. Figure 1 As shown, the methods for adjusting the axial deviation of the steel truss girder include:

[0062] Step S10: Determine the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment;

[0063] As an example, in this embodiment, reference is made to Figure 2As shown, the erected beam segment 1 refers to the beam segment already installed on the main beam, and the adjustment beam segment refers to the beam segment that needs to be adjusted. In the construction of continuous steel truss beams, continuous adjustments and splicing are required. Therefore, the position and size of the corresponding splicing plate need to be determined based on the length of the first adjustment beam segment 2. The length l of the first adjustment beam segment 2 and the second adjustment beam segment 3 can be determined according to actual needs, such as l being 28m. The main beam truss width refers to the width of the main beam, which can be determined according to actual needs, such as the main beam truss width d being 35m. When determining the increase in the spacing of the first row of bolt holes on the splicing plate, it is necessary to calculate based on the main beam truss width to ensure the stability, load-bearing capacity, and geometric shape of the splicing plate.

[0064] Specifically, a rectangular coordinate system is established with the axis of the main beam as the x-axis, the transverse direction of the bridge as the y-axis, and the intersection of the main tower and the main beam as the origin. The positive x-axis direction is the installation direction of the main beam, and the positive y-axis direction is the direction of the axial offset of the main beam. The upper nodes of the erected beam segment 1 include nodes A and B; the first adjustment beam segment 2 includes nodes C, D, E, and F; and the second adjustment beam segment 3 includes nodes G, H, I, and J. These nodes can be represented in the coordinate system as follows: Node A of the erected beam segment 1 is (x1, y1), Node B of the erected beam segment 1 is (x2, y2), Node C of the first adjustment beam segment 2 is (x3, y3), Node D of the first adjustment beam segment 2 is (x4, y4), Node E of the first adjustment beam segment 2 is (x5, y5), and Node F of the first adjustment beam segment 2 is (x6, y6). The second adjustment beam segment 3 node G is (x7, y7), and the second adjustment beam segment 3 node H is (x8, y8); where the transverse and longitudinal distances of the upper nodes of the erected beam segment 1 refer to the transverse and longitudinal distances of the upper nodes of the erected beam segment 1, that is, the transverse distances are x1 and x2, and the longitudinal distances are y1 and y2; the positions of nodes A and B can be determined according to actual needs, for example, node A (x1, y1) is (179.9922m, 17.54m) and node B (x2, y2) is (180.0078m, -17.46m).

[0065] It should be noted that the lateral deflection angle of the main beam is the angle between the theoretical axis 6 of the main beam and the axis 8 of the already erected beam segment. Typically, the lateral deflection angle of the approach bridge is very small, and in engineering, its relative dimension to the main beam profile can be treated as an infinitesimal. Therefore, it can be taken as:

[0066]

[0067] Based on the geometric relationship, we can derive y2 = y4 and y3 = y1. Since the first adjusting beam segment 2 mainly adjusts the lateral displacement and the second adjusting beam segment 3 mainly adjusts the lateral deflection, we can derive y5 = y7 = d / 2 and y6 = y8 = -d / 2.

[0068] It should be noted that main beam members are typically spliced ​​together, resulting in gaps between the ends of beam segments, which are generally greater than 20mm. Therefore, in this embodiment, the minimum gap between beam segments is assumed to be Δ = 20mm. Figure 2 and Figure 3 As shown, the longitudinal gap between node B of the erected beam segment 1 and node D of the first adjusting beam segment 2 is Δ, and the vertical gap is 0. The longitudinal gap between node E of the first adjusting beam segment 2 and node G of the second adjusting beam segment 3 is Δ, and the vertical gap is 0. Therefore, we can obtain x4≈x2+Δ, x6≈x4+l=x2+l+Δ, and x7=x8≈x5+Δ. ​​According to the geometric relationship, the angle between the axis of the first adjusting beam segment 2 and the theoretical axis of the main beam is θ. Therefore:

[0069]

[0070]

[0071]

[0072] In conclusion, we can conclude that:

[0073]

[0074]

[0075] x6=x2+Δ+l=208.0278m

[0076] It should be noted that the first splice plate 4 is the splice plate between node A of the already erected beam segment 1 and node C of the first adjusting beam segment 2. The first increase refers to the increased length of the first row of bolt hole spacing on the first splice plate 4 from node A of the already erected beam segment 1 to node C of the first adjusting beam segment 2. This increases the length of the bolt hole position and size of the subsequent splice plates. When constructing continuous steel truss girders, the bolt hole position of the splice plates needs to be determined according to a certain increase. Specifically, by calculating the width of the main beam truss, the length of the first adjusting beam segment 2, and the transverse and longitudinal distances of the upper node of the already erected beam segment 1, the increase in the bolt hole spacing of the first row of bolt holes on the first splice plate 4 can be determined. This increase is the first increase of the first splice plate 4, which further guides the construction personnel in the installation and adjustment of the splice plates.

[0077] Step S20: Determine the second increase of the splicing plate of the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam, and the first increase.

[0078] As an example, in this embodiment, such as Figure 4As shown, the first longitudinal stiffening rib splice plate 9 is the longitudinal stiffening rib splice plate between the erected beam segment 1 and the first adjusted beam segment 2. The longitudinal stiffening rib 7 is a component in the steel truss beam used to enhance rigidity and stability. Its distance relative to the lower edge of the main beam refers to the vertical distance between the longitudinal stiffening rib 7 and the lower edge of the main beam. The size of this distance will affect the installation position and length of the longitudinal stiffening rib splice plate. During the construction of the continuous steel truss beam, in order to ensure the firm connection between beam segments and the stability of the splice plate, it is necessary to determine the length of the longitudinal stiffening rib splice plate according to a certain growth dimension. Therefore, the growth amount relative to the first row of bolt holes on the first longitudinal stiffening rib splice plate 9 can be determined by the main beam truss width, the distance of the longitudinal stiffening rib 7 relative to the lower edge of the main beam, and the first growth amount. This growth amount is the second growth amount corresponding to the first longitudinal stiffening rib splice plate 9.

[0079] Step S30: Determine the third increase of the second splice plate between the first and second adjustment beam segments based on the main beam truss width, the length of the second adjustment beam segment, and the longitudinal distance between the upper nodes of the erected beam segments;

[0080] In this exemplary embodiment, the second splicing plate 5 refers to the splicing plate between node F of the first adjusting beam segment 2 and node H of the second adjusting beam segment 3. The second adjusting beam segment 3 refers to the next beam segment after the first adjusting beam segment 2, and its length refers to the longitudinal distance of that beam segment. By using the main beam truss width, the length of the second adjusting beam segment 3, and the longitudinal distance of the upper node of the erected beam segment 1, the increase in the spacing of the first row of bolt holes on the second splicing plate 5 between node F of the first adjusting beam segment 2 and node H of the second adjusting beam segment 3 can be determined. This increase is the third increase corresponding to the second splicing plate 5.

[0081] Step S40: Based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the third increase, determine the fourth increase of the splice plate of the second longitudinal stiffener between the first and second adjustment beam segments;

[0082] In this exemplary embodiment, the second longitudinal stiffening rib splice plate 10 refers to the longitudinal stiffening rib splice plate between the first adjusting beam segment 2 and the second adjusting beam segment 3. The fourth increase refers to the increase in the spacing between the first row of bolt holes on the second longitudinal stiffening rib splice plate 10, i.e., the fourth increase of the second longitudinal stiffening rib splice plate 10. It is determined by the width of the main girder truss, the distance of the longitudinal stiffening rib 7 relative to the lower edge of the main girder, and the third increase. The fourth increase is very important in the design and construction of steel bridges. It needs to meet various factors such as the strength requirements, load requirements, and connection methods of the bridge. At the same time, during construction, it is necessary to ensure that the fourth increase matches the length of other beam segments for assembly and installation.

[0083] Step S50: Adjust the main beam axial deviation based on the first increase, the second increase, the third increase, the fourth increase, and the preset initial spacing of the bolt group.

[0084] In this exemplary embodiment, a bolt group is a collection of bolts used to connect beam segments or other components, typically consisting of multiple bolts. The initial bolt group spacing refers to the initial arrangement spacing of the bolt group in the design and construction of the steel bridge, which can be determined according to actual needs, for example, taking the initial bolt group spacing Δ0 as 120mm. The lateral displacement and lateral deflection angle of the main beam are adjusted according to the first growth amount, the second growth amount, the third growth amount, the fourth growth amount, and the initial bolt group spacing, thereby achieving the adjustment of the main beam.

[0085] In this embodiment, the first increase in the first splice between the erected beam segment and the first adjusted beam segment is determined based on the main beam truss width, the length of the first adjusted beam segment, and the lateral and longitudinal distances between the upper nodes of the erected beam segment. Then, the second increase in the splice plate of the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment is determined based on the main beam truss width, the distance between the longitudinal stiffening ribs and the lower edge of the main beam, and the first increase. This first and second increase are used to adjust the lateral displacement of the main beam. Simultaneously, the main beam truss width, the length of the first adjusted beam segment, and the longitudinal distances between the upper nodes of the erected beam segment are used. The third increase in the second splice plate between the first and second adjustment beam segments was determined. Then, based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the third increase, the fourth increase in the splice plate between the first and second adjustment beam segments was determined. The lateral deflection angle of the main beam was adjusted through the third and fourth increases, thereby completely adjusting the axial deflection of the main beam to 0. This prevented the axial deflection of the main beam from exceeding the specified limit value and solved the technical problem in related technologies where the axial deflection of the main beam gradually accumulated and exceeded the specified limit value as the beam segments were erected.

[0086] Further, in one embodiment, determining the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment based on the main girder truss width, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment includes:

[0087] Substituting the width of the main girder truss, the length of the first adjusted beam segment, and the lateral and longitudinal distances of the upper nodes of the already erected beam segments into the first calculation formula yields the first increase. The first calculation formula is:

[0088]

[0089] In the formula, d is the width of the main beam truss; l is the length of the first adjusted beam segment; x1 and x2 are the lateral distances between the first and second end nodes on the erected beam segment, respectively; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ1 is the first increase.

[0090] As an example, in this embodiment, such as Figure 5 As shown, the length l of the first adjusting beam segment 2 can be determined according to actual needs, for example, l = 28m. At the same time, assuming x1 = 179.9922m, y1 = 17.54m, x2 = 180.0078m, y2 = -17.46m and d = 35m, then substituting x1 = 179.9922m, y1 = 17.54m, x2 = 180.0078m, y2 = -17.46m, d = 35m and l = 28m into the first calculation formula, we get the first increase Δ1 = 0.0656m.

[0091] Further, in one embodiment, determining the second increase in the length of the first longitudinal stiffening rib splice plate between the erected beam segment and the first adjusted beam segment based on the main girder truss width, the distance between the longitudinal stiffening ribs and the lower edge of the main girder, and the first increase includes:

[0092] Substituting the main girder truss width, the distance of the longitudinal stiffener relative to the lower edge of the main girder, and the first increase into the second calculation formula, we obtain the second increase. The second calculation formula is as follows:

[0093]

[0094] In the formula, d is the width of the main beam truss; S i Δ1 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ1 is the first increase; i is the number of longitudinal stiffeners; P i This is the second largest increase.

[0095] As an example, in this embodiment, the bridge deck is generally provided with longitudinal stiffening ribs 7. When the longitudinal stiffening ribs 7 are bolted together, their splicing plates also need to be lengthened, such as... Figure 6 As shown, the distance S between the longitudinal stiffening rib 7 and the lower edge of the main beam is... i The value can be determined according to actual needs. For example, S1 = 1.3m. At the same time, assuming d = 35m and Δ1 = 0.0656m, substituting d = 35m, S1 = 1.3m and Δ1 = 0.0656m into the second calculation formula, we get the second growth amount P1 = 0.0024m.

[0096] Further, in one embodiment, determining the third increase in the second splice plate between the first and second adjusting beam segments based on the main girder truss width, the length of the second adjusting beam segment, and the longitudinal distance between the upper nodes of the already erected beam segments includes:

[0097] Substituting the main girder truss width, the length of the second adjusting beam segment, and the longitudinal distance between the upper nodes of the already erected beam segment into the third calculation formula yields the third increase, which is:

[0098]

[0099] In the formula, d is the width of the main girder truss; l is the length of the second adjustment beam segment; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ2 is the third increase.

[0100] As an example, in this embodiment, such as Figure 7 As shown, assuming y1 = 17.54m, y2 = -17.46m, d = 35m, and l = 28m, substituting y1 = 17.54m, y2 = -17.46m, d = 35m, and l = 28m into the third calculation formula, we obtain the first growth amount Δ2 = 0.05m.

[0101] Further, in one embodiment, the determination of the fourth increase in the second longitudinal stiffening rib splice plate between the first and second adjustment beam segments based on the main beam truss width, the distance between the longitudinal stiffening ribs and the lower edge of the main beam, and the third increase includes:

[0102] Substituting the main girder truss width, the distance between the longitudinal stiffener and the lower edge of the main girder, and the third increase into the fourth calculation formula yields the fourth increase, which is:

[0103]

[0104] In the formula, d is the width of the main beam truss; S i Δ2 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ2 is the third increase; i is the number of longitudinal stiffeners; Q i This is the fourth growth rate.

[0105] As an example, in this embodiment, such as Figure 8 As shown, assuming d = 35m, S1 = 1.3m, and Δ2 = 0.05m, substituting d = 35m, S1 = 1.3m, and Δ2 = 0.05m into the fourth calculation formula yields the second increase Q1 = 0.0481m. The table below shows the increase P of the first row of bolt hole spacing on the first longitudinal stiffener splice plate, calculated based on the distance between the longitudinal stiffeners and the lower edge of the main beam. i The increase Q of the spacing between the first row of bolt holes on the splice plate of the second longitudinal stiffening rib i The stiffening rib number refers to the number of longitudinal stiffening ribs. For example, "1" is the first longitudinal stiffening rib, the distance of the longitudinal stiffening rib corresponding to the first longitudinal stiffening rib "1" relative to the lower edge of the main beam is "S1", the increase in the spacing of the first row of bolt holes on the splice plate 9 of the first longitudinal stiffening rib corresponding to the first longitudinal stiffening rib "1" is "P1", and the increase in the spacing of the first row of bolt holes on the splice plate 10 of the second longitudinal stiffening rib corresponding to the first longitudinal stiffening rib "1" is "Q1". The others are similar and will not be elaborated here.

[0106] Table 1. Increase in the amount of longitudinal stiffening rib splice plate

[0107]

[0108]

[0109]

[0110]

[0111] Further, in one embodiment, adjusting the main beam axial deviation based on the first increase, second increase, third increase, fourth increase, and a preset initial bolt spacing includes:

[0112] The first length of the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the first growth amount and the initial spacing of the bolt group.

[0113] The second length of the splice plate corresponding to the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment is determined based on the second growth amount and the initial spacing of the bolt group.

[0114] The lateral displacement of the main beam is adjusted according to the first length and the second length;

[0115] The third length corresponding to the second splice plate between the first and second adjustment beam segments is determined based on the third growth amount and the initial spacing of the bolt group.

[0116] Based on the fourth growth amount and the initial spacing of the bolt group, the fourth length corresponding to the splice plate of the second longitudinal stiffening rib between the first adjustment beam segment and the second adjustment beam segment is determined.

[0117] The lateral deflection angle of the main beam is adjusted according to the third and fourth lengths.

[0118] In this exemplary embodiment, the first length of the first splice plate 4 between node A of the erected beam segment 1 and node C of the first adjusting beam segment 2 is obtained by adding the first growth amount and the initial spacing of the bolt group; that is, the first length is Δ0 + Δ1. The second length of the first longitudinal stiffening rib splice plate 9 between the erected beam segment 1 and the first adjusting beam segment 2 is obtained by adding the second growth amount and the initial spacing of the bolt group; that is, the second length is Δ0 + P1. The third length of the second splice plate 5 between node F of the first adjusting beam segment 2 and node H of the second adjusting beam segment 3 is obtained by adding the third growth amount and the initial spacing of the bolt group; that is, the third length is Δ0 + Δ2. The fourth length of the second longitudinal stiffening rib splice plate 10 between the first adjusting beam segment 2 and the second adjusting beam segment 3 is obtained by adding the fourth growth amount and the initial spacing of the bolt group; that is, the fourth length is Δ0 + Q1.

[0119] Secondly, embodiments of this application also provide a system for adjusting the axial deviation of a steel truss girder.

[0120] In one embodiment, reference is made to Figure 9 , Figure 9 This is a functional module diagram of a system embodiment for adjusting the axial deviation of the steel truss girder according to this application. Figure 9 As shown, the system for adjusting the axial deviation of the steel truss girder includes:

[0121] The first processing module is used to determine the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment.

[0122] The second processing module is used to determine the second increase of the first longitudinal stiffening rib splice plate between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam, and the first increase.

[0123] The third processing module is used to determine the third increase of the second splice plate between the first and second adjustment beam segments based on the main beam truss width, the length of the first adjustment beam segment, and the longitudinal distance between the upper nodes of the erected beam segments.

[0124] The fourth processing module is used to determine the fourth growth amount of the second longitudinal stiffening rib splice plate between the first and second adjustment beam segments based on the main beam truss width, the distance of the longitudinal stiffening ribs relative to the lower edge of the main beam, and the third growth amount.

[0125] The adjustment module is used to adjust the axial deviation of the main beam based on the first increase, the second increase, the third increase, the fourth increase, and the preset initial spacing of the bolt group.

[0126] Furthermore, in one embodiment, the first processing module is specifically used for:

[0127] Substituting the width of the main girder truss, the length of the first adjusted beam segment, and the transverse and longitudinal distances of the upper nodes of the already erected beam segment into the first calculation formula, the first calculation formula is as follows:

[0128]

[0129] In the formula, d is the width of the main beam truss; l is the length of the first adjusted beam segment; x1 and x2 are the lateral distances between the first and second end nodes on the erected beam segment, respectively; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ1 is the first increase.

[0130] Furthermore, in one embodiment, the second processing module is specifically used for:

[0131] Substituting the main girder truss width, the distance of the longitudinal stiffener relative to the lower edge of the main girder, and the first increase into the second calculation formula, we obtain the second increase. The second calculation formula is as follows:

[0132]

[0133] In the formula, d is the width of the main beam truss; S i Δ1 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ1 is the first increase; i is the number of longitudinal stiffeners; P i This is the second largest increase.

[0134] Furthermore, in one embodiment, the third processing module is specifically used for:

[0135] Substituting the main girder truss width, the length of the second adjusting beam segment, and the longitudinal distance between the upper nodes of the already erected beam segment into the third calculation formula yields the third increase, which is:

[0136]

[0137] In the formula, d is the width of the main girder truss; l is the length of the second adjustment beam segment; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ2 is the third increase.

[0138] Furthermore, in one embodiment, the fourth processing module is specifically used for:

[0139] Substituting the main girder truss width, the distance between the longitudinal stiffener and the lower edge of the main girder, and the third increase into the fourth calculation formula yields the fourth increase, which is:

[0140]

[0141] In the formula, d is the width of the main beam truss; S i Δ2 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ2 is the third increase; i is the number of longitudinal stiffeners; Q i This is the fourth growth rate.

[0142] Furthermore, in one embodiment, the adjustment module is specifically used for:

[0143] The first length of the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the first growth amount and the initial spacing of the bolt group.

[0144] The second length of the splice plate corresponding to the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment is determined based on the second growth amount and the initial spacing of the bolt group.

[0145] The lateral displacement of the main beam is adjusted according to the first length and the second length;

[0146] The third length corresponding to the second splice plate between the first and second adjustment beam segments is determined based on the third growth amount and the initial spacing of the bolt group.

[0147] Based on the fourth growth amount and the initial spacing of the bolt group, the fourth length corresponding to the splice plate of the second longitudinal stiffening rib between the first adjustment beam segment and the second adjustment beam segment is determined.

[0148] The lateral deflection angle of the main beam is adjusted according to the third and fourth lengths.

[0149] In this embodiment, the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the main beam truss width, the length of the first adjusted beam segment, and the lateral and longitudinal distances between the upper nodes of the erected beam segment. Then, the second increase in the splice plate between the erected beam segment and the first adjusted beam segment is determined based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the first increase. This second increase is used to adjust the lateral displacement of the main beam. Simultaneously, the first increase in the first longitudinal stiffener splice plate between the erected beam segment and the first adjusted beam segment is determined based on the main beam truss width, the length of the first adjusted beam segment, and the longitudinal distances between the upper nodes of the erected beam segment. The third increase in the bolt hole of the second splice plate between the first and second adjustment beam segments is determined. Then, based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the third increase, the fourth increase in the splice plate of the second longitudinal stiffener between the first and second adjustment beam segments is determined. The fourth increase is used to adjust the lateral deflection angle of the main beam, thereby completely adjusting the axial deflection of the main beam to 0, thus preventing the axial deflection of the main beam from exceeding the specified limit value. This solves the technical problem in related technologies where the axial deflection of the main beam gradually accumulates and exceeds the specified limit value as the beam segments are erected.

[0150] The functions of each module in the above-mentioned steel truss beam axial deviation adjustment system correspond to the steps in the above-mentioned steel truss beam axial deviation adjustment method embodiment, and their functions and implementation processes will not be described in detail here.

[0151] Thirdly, embodiments of this application provide a device for adjusting the axial deviation of a steel truss girder. The device for adjusting the axial deviation of a steel truss girder can be a personal computer (PC), a laptop computer, a server, or other device with data processing capabilities.

[0152] Reference Figure 10 , Figure 10 This is a schematic diagram of the hardware structure of the device for adjusting the axial deviation of a steel truss girder involved in the embodiments of this application. In the embodiments of this application, the device for adjusting the axial deviation of a steel truss girder may include a processor, a memory, a communication interface, and a communication bus.

[0153] The communication bus can be of any type and is used to interconnect the processor, memory, and communication interface.

[0154] The communication interface includes input / output (I / O) interfaces, physical interfaces, and logical interfaces used for interconnecting internal components of the equipment used to implement steel truss axial misalignment adjustment, as well as interfaces used for interconnecting the equipment used to implement steel truss axial misalignment adjustment with other equipment (such as other computing devices or user equipment). Physical interfaces can be Ethernet interfaces, fiber optic interfaces, ATM interfaces, etc.; user equipment can be displays, keyboards, etc.

[0155] Memory can be various types of storage media, such as random access memory (RAM), read-only memory (ROM), non-volatile RAM (NVRAM), flash memory, optical storage, hard disk, programmable ROM (PROM), erasable PROM (EPROM), electrically erasable PROM (EEPROM), etc.

[0156] The processor can be a general-purpose processor, which can call the program for adjusting the steel truss beam axis misalignment stored in memory and execute the method for adjusting the steel truss beam axis misalignment provided in the embodiments of this application. For example, the general-purpose processor can be a central processing unit (CPU). The method executed when the program for adjusting the steel truss beam axis misalignment is called can be referred to in the various embodiments of the method for adjusting the steel truss beam axis misalignment of this application, and will not be repeated here.

[0157] Those skilled in the art will understand that Figure 10 The hardware structure shown does not constitute a limitation of this application and may include more or fewer components than shown, or combine certain components, or have different component arrangements.

[0158] Fourthly, embodiments of this application also provide a computer-readable storage medium.

[0159] The present application contains a computer-readable storage medium storing a program for adjusting the axial deviation of a steel truss beam, wherein when the program for adjusting the axial deviation of the steel truss beam is executed by a processor, the steps of the method for adjusting the axial deviation of the steel truss beam as described above are implemented.

[0160] The method implemented when the procedure for adjusting the axial deviation of the steel truss girder is executed can be referred to in various embodiments of the method for adjusting the axial deviation of the steel truss girder in this application, and will not be repeated here.

[0161] The terms "comprising" and "having," and any variations thereof, in the specification, claims, and accompanying drawings of this application are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or apparatus that includes a series of steps or units is not limited to the listed steps or units, but may optionally include steps or units not listed, or may optionally include other steps or units inherent to such process, method, product, or apparatus. The terms "first," "second," and "third," etc., are used to distinguish different objects, etc., and do not indicate a sequence, nor do they limit "first," "second," and "third" to different types.

[0162] In the description of the embodiments of this application, terms such as "exemplary," "for example," or "for instance" are used to indicate examples, illustrations, or explanations. Any embodiment or design described as "exemplary," "for example," or "for instance" in the embodiments of this application should not be construed as being more preferred or advantageous than other embodiments or designs. Specifically, the use of terms such as "exemplary," "for example," or "for instance" is intended to present the relevant concepts in a concrete manner.

[0163] In the description of the embodiments of this application, unless otherwise stated, " / " means "or". For example, A / B can mean A or B. The "and / or" in the text is merely a description of the relationship between related objects, indicating that there can be three relationships. For example, A and / or B can mean: A exists alone, A and B exist simultaneously, and B exists alone. In addition, in the description of the embodiments of this application, "multiple" means two or more.

[0164] In some processes described in the embodiments of this application, multiple operations or steps are included in a specific order. However, it should be understood that these operations or steps may not be executed in the order they appear in the embodiments of this application, or they may be executed in parallel. The sequence number of the operation is only used to distinguish different operations, and the sequence number itself does not represent any execution order. In addition, these processes may include more or fewer operations, and these operations or steps may be executed sequentially or in parallel, and these operations or steps may be combined.

[0165] It should be noted that the sequence numbers of the embodiments in this application are for descriptive purposes only and do not represent the superiority or inferiority of the embodiments.

[0166] Through the above description of the embodiments, those skilled in the art can clearly understand that the methods of the above embodiments can be implemented by means of software plus necessary general-purpose hardware platforms. Of course, they can also be implemented by hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product is stored in a storage medium (such as ROM / RAM, magnetic disk, optical disk) as described above, and includes several instructions to cause a terminal device to execute the methods described in the various embodiments of this application.

[0167] The above are merely preferred embodiments of this application and do not limit the patent scope of this application. Any equivalent structural or procedural transformations made using the content of this application's specification and drawings, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

Claims

1. A method for adjusting the axial deviation of a steel truss girder, characterized in that, The method for adjusting the axial deviation of the steel truss includes: The first increase in the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the width of the main beam truss, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment. The second increase in the splicing plate of the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment is determined based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam, and the first increase. The third increase in the second splice plate between the first and second adjustment beam segments is determined based on the main beam truss width, the length of the second adjustment beam segment, and the longitudinal distance between the upper nodes of the already erected beam segments. The fourth increase in the splice plate of the second longitudinal stiffener between the first and second adjustment beam segments is determined based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the third increase. The main beam axial deviation is adjusted based on the first, second, third, and fourth growth amounts, as well as the preset initial spacing of the bolt group.

2. The method for adjusting the axial deviation of a steel truss girder as described in claim 1, characterized in that, The determination of the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment, based on the main girder truss width, the length of the first adjusted beam segment, and the transverse and longitudinal distances between the upper nodes of the erected beam segment, includes: Substituting the width of the main girder truss, the length of the first adjusted beam segment, and the lateral and longitudinal distances of the upper nodes of the already erected beam segments into the first calculation formula yields the first increase. The first calculation formula is: In the formula, d is the width of the main beam truss; l is the length of the first adjusted beam segment; x1 and x2 are the lateral distances between the first and second end nodes on the erected beam segment, respectively; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ1 is the first increase.

3. The method for adjusting the axial deviation of a steel truss girder as described in claim 1, characterized in that, The second increase in the splice plate of the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment, determined based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam, and the first increase, includes: Substituting the main girder truss width, the distance of the longitudinal stiffener relative to the lower edge of the main girder, and the first increase into the second calculation formula, we obtain the second increase. The second calculation formula is as follows: In the formula, d is the width of the main beam truss; S i Δ1 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ1 is the first increase; i is the number of longitudinal stiffeners; P i This is the second largest increase.

4. The method for adjusting the axial deviation of a steel truss girder as described in claim 1, characterized in that, The third increase in the second splice plate between the first and second adjusted beam segments, determined based on the main girder truss width, the length of the second adjusted beam segment, and the longitudinal distance between the upper nodes of the already erected beam segments, includes: Substituting the main girder truss width, the length of the second adjusting beam segment, and the longitudinal distance between the upper nodes of the already erected beam segment into the third calculation formula yields the third increase, which is: In the formula, d is the width of the main girder truss; l is the length of the second adjustment beam segment; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ2 is the third increase.

5. The method for adjusting the axial deviation of a steel truss girder as described in claim 1, characterized in that, The fourth increase in the splice plate of the second longitudinal stiffener between the first and second adjustment beam segments, determined based on the main beam truss width, the distance between the longitudinal stiffeners and the lower edge of the main beam, and the third increase, includes: Substituting the main girder truss width, the distance between the longitudinal stiffener and the lower edge of the main girder, and the third increase into the fourth calculation formula yields the fourth increase, which is: In the formula, d is the width of the main beam truss; S i Δ2 is the distance between the longitudinal stiffeners and the lower edge of the main beam; Δ2 is the third increase; i is the number of longitudinal stiffeners; Q i This is the fourth growth rate.

6. The method for adjusting the axial deviation of a steel truss girder as described in claim 1, characterized in that, The adjustment of the main beam axial deviation based on the first increase, second increase, third increase, fourth increase, and the preset initial spacing of the bolt group includes: The first length of the first splice plate between the erected beam segment and the first adjusted beam segment is determined based on the first growth amount and the initial spacing of the bolt group. The second length of the splice plate corresponding to the first longitudinal stiffening rib between the erected beam segment and the first adjusted beam segment is determined based on the second growth amount and the initial spacing of the bolt group. The lateral displacement of the main beam is adjusted according to the first length and the second length; The third length corresponding to the second splice plate between the first and second adjustment beam segments is determined based on the third growth amount and the initial spacing of the bolt group. Based on the fourth growth amount and the initial spacing of the bolt group, the fourth length corresponding to the splice plate of the second longitudinal stiffening rib between the first adjustment beam segment and the second adjustment beam segment is determined. The lateral deflection angle of the main beam is adjusted according to the third and fourth lengths.

7. A system for adjusting the axial deviation of a steel truss girder, characterized in that, The system for adjusting the axial deviation of the steel truss includes: The first processing module is used to determine the first increase in the first splice plate between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the length of the first adjusted beam segment, and the transverse and longitudinal distance between the upper nodes of the erected beam segment. The second processing module is used to determine the second increase of the first longitudinal stiffening rib splice plate between the erected beam segment and the first adjusted beam segment based on the main beam truss width, the distance of the longitudinal stiffening rib relative to the lower edge of the main beam, and the first increase. The third processing module is used to determine the third increase of the second splice plate between the first and second adjustment beam segments based on the main beam truss width, the length of the second adjustment beam segment, and the longitudinal distance between the upper nodes of the erected beam segments. The fourth processing module is used to determine the fourth growth amount of the second longitudinal stiffening rib splice plate between the first and second adjustment beam segments based on the main beam truss width, the distance of the longitudinal stiffening ribs relative to the lower edge of the main beam, and the third growth amount. The adjustment module is used to adjust the axial deviation of the main beam based on the first increase, the second increase, the third increase, the fourth increase, and the preset initial spacing of the bolt group.

8. The method for adjusting the axial deviation of a steel truss girder as described in claim 7, characterized in that, The first processing module is specifically used for: Substituting the width of the main girder truss, the length of the first adjusted beam segment, and the transverse and longitudinal distances of the upper nodes of the already erected beam segment into the first calculation formula, the first calculation formula is as follows: In the formula, d is the width of the main beam truss; l is the length of the first adjusted beam segment; x1 and x2 are the lateral distances between the first and second end nodes on the erected beam segment, respectively; y1 and y2 are the longitudinal distances between the first and second end nodes on the erected beam segment, respectively; Δ1 is the first increase.

9. A device for adjusting the axial deviation of a steel truss girder, characterized in that, The device for adjusting the axial deviation of the steel truss includes a processor, a memory, and a program for adjusting the axial deviation of the steel truss stored in the memory and executable by the processor, wherein when the program for adjusting the axial deviation of the steel truss is executed by the processor, the steps of the method for adjusting the axial deviation of the steel truss as described in any one of claims 1 to 7 are implemented.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a program for adjusting the axial deviation of a steel truss beam, wherein when the program for adjusting the axial deviation of a steel truss beam is executed by a processor, the steps of the method for adjusting the axial deviation of a steel truss beam as described in any one of claims 1 to 7 are implemented.

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