Large-span inverted trapezoidal complex node space truss, building and construction method

Abstract

The application relates to the technical field of building steel structure construction, in particular to a large-span inverted trapezoidal complex node space truss, a building and a construction method, the large-span inverted trapezoidal complex node space truss comprising a first structural layer, a second structural layer and a third structural layer. The second structural layer forms symmetrical first and second sub-frame bodies along a span center line, the outer diameter and wall thickness of the inclined web members on the first sub-frame body gradually increase from one end close to the span center line to one end far from the span center line, and the outer diameter and wall thickness of the inclined web members on the second sub-frame body gradually increase from one end close to the span center line to one end far from the span center line. The large-span inverted trapezoidal complex node space truss provided by the application has different sizes of the inclined web members at different positions in the second structural layer, so that the truss can maximize the reduction of the overall weight while maintaining sufficient strength. The design meets the requirement of structural stability, and reduces the material cost and transportation difficulty.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building steel structure construction, in particular to a large-span inverted trapezoidal complex node space truss, building and construction method. BACKGROUND

[0002] The space truss structure is a kind of light rigid structure composed of geometric patterns, usually adopts multi-directional spacing, is composed of tension rods and compression rods, and is in a stress state in three-dimensional space, so it can bear loads from all directions, and is especially suitable for earthquake-resistant large-span buildings. With the progress of building technology, the space truss structure has been widely used in large-size and special-shaped buildings such as bridges, stadiums, airports and stations.

[0003] However, the existing space truss structure still has some problems when applied to large-span buildings. Generally, buildings with a horizontal span of more than 30m are considered large-span buildings, and the existing space truss structure is very heavy, which increases the difficulty of installation. In addition, the space truss structure is usually installed by two-point hoisting method, and due to the large weight, the installation efficiency is low and the construction safety is poor. These problems limit the further application and development of the space truss structure in large-span buildings. SUMMARY

[0004] The purpose of the present application is to provide a large-span inverted trapezoidal complex node space truss, building and construction method, which has good construction safety and high construction efficiency.

[0005] In order to achieve the above object, in a first aspect, embodiments of the present application provide a large-span inverted trapezoidal complex node space truss, comprising a first structural layer, a second structural layer and a third structural layer. The first structural layer is a planar frame structure; the second structural layer is a planar frame structure composed of alternatingly arranged inclined web members and vertical web members; the third structural layer is a planar frame structure, the third structural layer and the first structural layer are arranged in parallel, the width of the first structural layer is greater than the width of the third structural layer, the first structural layer and the third structural layer each have two long sides along the length direction, two second structural layers are fixedly connected to the corresponding long sides of the first structural layer and the third structural layer to form a large-span inverted trapezoidal complex node space truss having a trapezoidal cross section in the direction perpendicular to the length direction, the first structural layer and the third structural layer are connected by the inclined web members and the vertical web members; the large-span inverted trapezoidal complex node space truss has a midspan line at the middle position in the length direction, the second structural layer forms a symmetrical first sub-frame and a second sub-frame along the midspan line, the outer diameter and wall thickness of the inclined web members on the first sub-frame gradually increase from one end close to the midspan line to the other end away from the midspan line, and the outer diameter and wall thickness of the inclined web members on the second sub-frame gradually increase from one end close to the midspan line to the other end away from the midspan line.

[0006] In one embodiment, the first structural layer comprises first edge beams, struts and connecting rods. The first edge beams are arranged in two, the extension direction of the first edge beams is the length direction of the first structural layer, the two first edge beams are the two long sides of the first structural layer, and the inclined web members and the vertical web members are connected to the first edge beams; the struts and the connecting rods are arranged alternately between the two first edge beams to fixedly connect the two first edge beams; the cross section of the first edge beam along the direction perpendicular to the length direction is a hollow parallelogram, and the wall thickness of the first edge beam gradually increases from both ends to the midspan line.

[0007] In one embodiment, the first structural layer further comprises stiffening ribs, the stiffening ribs are arranged on the first edge beams, and the stiffening ribs are provided with first through holes.

[0008] In one embodiment, the third structural layer comprises second edge beams and connecting members. The extension direction of the second edge beams is the length direction of the third structural layer, the second edge beams are arranged in parallel in two, and the second edge beams are provided with assembly holes on the end faces away from the second structural layer; the connecting members are arranged between the second edge beams; the cross section of the second edge beam along the direction perpendicular to the length direction is a hollow rectangle, and the thickness of the second edge beam gradually increases from both ends to the midspan line.

[0009] In one embodiment, the third structural layer further comprises a profiled stiffener plate, the profiled stiffener plate is installed on the second boundary beam, and the profiled stiffener plate is provided with a second through hole.

[0010] In one embodiment, a connecting plate is arranged at the connection between the inclined web member and the vertical web member, and grooves are formed in the inclined web member and the vertical web member to accommodate the connecting plate.

[0011] In one embodiment, the angle between the adjacent inclined web member and the vertical web member is α, and 43°≤α≤63°.

[0012] In one embodiment, the angle between the vertical web member and the first structural layer is β, and 66°≤β≤86°.

[0013] In a second aspect, the embodiments of the present application further provide a building comprising the large-span inverted trapezoidal complex node space truss according to any of the above embodiments.

[0014] In a third aspect, the embodiments of the present application further provide a construction method of a large-span inverted trapezoidal complex node space truss, comprising installing two herringbone-shaped end columns, and the distance between the two herringbone-shaped end columns is the length of the large-span inverted trapezoidal complex node space truss.

[0015] Erecting a temporary lattice support frame, the temporary lattice support frame is arranged between the two herringbone-shaped end columns.

[0016] Dividing the large-span inverted trapezoidal complex node space truss according to any of the above embodiments into three segments and assembling them respectively to form three sub-trusses arranged in a split manner.

[0017] Laying out a support jig on the site, hoisting the first structural layer and the third structural layer, positioning the second structural layer according to the data laid out in advance, and fixing the second structural layer with the first structural layer and the third structural layer.

[0018] Hoisting the three sub-trusses onto the support structure composed of the herringbone-shaped end columns and the temporary lattice support frame in sequence, wherein the last hoisted sub-truss is located between the two sub-trusses.

[0019] Symmetrically welding the interfaces between the three sub-trusses, and before welding, the welding gap should be cleaned, the welding rod should be checked for compliance, the welding current should be adjusted, the welding speed should be kept constant, the welding seam thickness and width should be uniform, and after welding, ultrasonic flaw detection should be performed, and after passing the detection, the elevation value of the third structural layer node position under the current working condition should be measured and recorded.

[0020] The embodiment of the present application provides a large-span inverted trapezoidal complex node space truss, sizes (outer diameters and wall thicknesses) of inclined web members at different positions in the second structural layer are different, so that the truss can maximize the overall weight reduction while maintaining sufficient strength. This design not only meets the requirement of structural stability, but also reduces the material cost and transportation difficulty. Reducing the overall weight of the large-span inverted trapezoidal complex node space truss is crucial for hoisting and transportation process. Lighter weight means that smaller hoisting equipment can be used, reducing the risk and cost in the hoisting process. At the same time, it is convenient for rapid assembly and disassembly on the construction site, and improves the construction efficiency.

[0021] Other features and advantages of the present application will be described in detail in the following specific embodiments. BRIEF DESCRIPTION OF DRAWINGS

[0022] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiments. It should be understood that the following drawings only show some embodiments of the present application, and therefore should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can also be obtained without creative labor on the basis of these drawings.

[0023] Figure 1 A structural schematic diagram of one view of one of the embodiments of the large-span inverted trapezoidal complex node space truss provided by the present application is shown in the figure.

[0024] Figure 2 A structural schematic diagram of two views of one of the embodiments of the large-span inverted trapezoidal complex node space truss provided by the present application is shown in the figure.

[0025] Figure 3 A structural schematic diagram of three views of one of the embodiments of the large-span inverted trapezoidal complex node space truss provided by the present application is shown in the figure.

[0026] Figure 4 A structural schematic diagram of four views of one of the embodiments of the large-span inverted trapezoidal complex node space truss provided by the present application is shown in the figure.

[0027] Figure 5 A local enlarged view of two views of one of the embodiments of the large-span inverted trapezoidal complex node space truss provided by the present application is shown in the figure.

[0028] Figure 6 A structural schematic diagram of five views of another embodiment of the large-span inverted trapezoidal complex node space truss provided by the present application is shown in the figure.

[0029] Figure 7Figure 6 is a partial enlarged view of two perspective views of another embodiment of the large-span inverted trapezoidal complex node space truss provided by the embodiments of the present application.

[0030] Icon:

[0031] 100 - first structural layer; 110 - first edge beam; 120 - stiffening rib; 130 - strut; 132 - first rod body; 134 - second rod body; 140 - connecting rod;

[0032] 200 - second structural layer; 210 - inclined web member; 220 - vertical web member; 230 - connecting plate;

[0033] 300 - third structural layer; 310 - second edge beam; 320 - connecting piece; 330 - special-shaped stiffening plate;

[0034] 400 - mid-span line;

[0035] 510 - first sub-truss; 520 - second sub-truss; 530 - third sub-truss;

[0036] 600 - herringbone end column; 610 - temporary lattice support frame; 620 - code plate; 640 - H-shaped steel; 650 - baffle rod;

[0037] 700 - support jig frame. DETAILED DESCRIPTION

[0038] In order to make the purpose, technical scheme and advantages of the embodiments of the present application clearer, the technical scheme of the embodiments of the present application will be described clearly and completely below in combination with the drawings in the embodiments of the present application. Obviously, the described embodiments are some embodiments of the present application, not all embodiments of the present application. The components of the embodiments of the present application described and shown in the drawings herein can be arranged and designed in various different configurations.

[0039] In the description of the present application, it should be noted that the positions or location relationships indicated by the terms "inner", "outer" and the like are based on the positions or location relationships shown in the drawings, or the positions or location relationships commonly placed when the products of the present application are used, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application. In addition, the terms "first", "second" and the like are only used to distinguish the description, and cannot be understood as indicating or implying relative importance.

[0040] In the description of this application, it should also be noted that, unless otherwise expressly specified and limited, the terms "setup" and "connection" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0041] The embodiments of this application provide a large-span inverted trapezoidal complex node spatial truss, a building, and a construction method. The building adopts a large-span inverted trapezoidal complex node spatial truss and is combined with the construction method, which improves construction efficiency and construction safety. When constructing the building, the use of this construction method can improve the construction efficiency and safety of the large-span inverted trapezoidal complex node spatial truss.

[0042] In a first aspect, embodiments of this application provide a large-span inverted trapezoidal complex node space truss, such as... Figure 1 As shown, the large-span inverted trapezoidal complex node space truss includes a first structural layer 100, a second structural layer 200, and a third structural layer 300.

[0043] like Figure 1 and Figure 3 As shown, the first structural layer 100 is a planar frame structure.

[0044] like Figure 1 and Figure 3 As shown, the second structural layer 200 is a planar frame structure composed of alternating diagonal web members 210 and vertical web members 220.

[0045] like Figure 1 and Figure 3 As shown, the third structural layer 300 is a planar frame structure.

[0046] like Figure 2 As shown, one end of the diagonal web member 210 is connected to the first structural layer 100, and the other end is connected to the third structural layer 300. One end of the vertical web member 220 is connected to the first structural layer 100, and the other end is connected to the third structural layer 300. Adjacent diagonal web members 210 and vertical web members 220 are connected. The diagonal web members 210 and vertical web members 220 support the spacing between the first structural layer 100 and the third structural layer 300.

[0047] like Figure 2 As shown, the third structural layer 300 and the first structural layer 100 are arranged in parallel; as Figure 1 and Figure 3 As shown, the width of the first structural layer 100 is greater than the width of the third structural layer 300.

[0048] likeFigures 1 to 3 As shown, the first structural layer 100 and the third structural layer 300 each have two long edges in the length direction, and the two second structural layers 200 are fixedly connected to the corresponding long edges of the first structural layer 100 and the third structural layer 300, so as to form a large-span inverted trapezoidal complex node space truss with a trapezoidal cross-section in the direction perpendicular to the length. By forming a trapezoidal cross-section in the length direction of the first structural layer 100 and the third structural layer 300, the large-span inverted trapezoidal complex node space truss can better adapt to different shapes and sizes of space requirements. This design improves the space utilization, making the building more flexible and multifunctional.

[0049] As shown in the drawings, Figure 2 The large-span inverted trapezoidal complex node space truss has a center line 400 at the middle position in the length direction, and the second structural layer 200 forms symmetrical first and second sub-frames along the center line 400. The outer diameter and wall thickness of the inclined web member 210 on the first sub-frame gradually increase from the end close to the center line 400 to the end away from the center line 400, and the outer diameter and wall thickness of the inclined web member 210 on the second sub-frame gradually increase from the end close to the center line 400 to the end away from the center line 400. That is, the outer diameter and wall thickness of the inclined web member 210 gradually decrease from both ends to the center line 400.

[0050] For example, the outer diameter of the inclined web member 210 on the first and second sub-frames at the end close to the center line 400 is a millimeters, and the wall thickness is b millimeters. The outer diameter of the inclined web member 210 at the end away from the center line 400 on the first and second sub-frames is a millimeters + c millimeters, and the wall thickness is b millimeters + d millimeters.

[0051] The sizes (outer diameter and wall thickness) of the inclined web members 210 at different positions in the second structural layer 200 are different, so that the truss can maximize the reduction of overall weight while maintaining sufficient strength. This design not only meets the requirements of structural stability, but also reduces material costs and transportation difficulties.

[0052] Reducing the overall weight of the large-span inverted trapezoidal complex node space truss is crucial for hoisting and transportation. Lighter weight means that smaller hoisting equipment can be used, reducing the risk and cost of the hoisting process. At the same time, it is also convenient for rapid assembly and disassembly on the construction site, improving construction efficiency.

[0053] The large-span inverted trapezoidal complex node space truss adopts a multi-layer planar frame structure (first structural layer 100, second structural layer 200, third structural layer 300) design, as well as the alternating arrangement of inclined web members 210 and vertical web members 220, which enhances the overall stability and carrying capacity of the structure. This design can effectively resist external loads and deformation, ensuring the safety and durability of the building.

[0054] Due to the rationality and stability of the structural design, the safety during construction has also been significantly improved. Especially in high-risk links such as hoisting, by reducing the overall weight of the large-span inverted trapezoidal complex node space truss, the burden of hoisting equipment is reduced, thereby reducing the possibility of accidents.

[0055] As shown in Figure 1 and Figure 3 , in one embodiment, the first structural layer 100 includes a first edge beam 110 and a brace 130.

[0056] As shown in Figure 1 and Figure 3 , two first edge beams 110 are provided, and the extension direction of the first edge beam 110 is the length direction of the first structural layer 100, and the two first edge beams 110 are respectively two long edges of the first structural layer 100.

[0057] As shown in Figure 1 and Figure 3 , the inclined web member 210 and the vertical web member 220 are connected with the first edge beam 110.

[0058] As shown in Figure 3 and Figure 4 , a plurality of braces 130 are provided between the two first edge beams 110 to fixedly connect the two first edge beams 110. A plurality of braces 130 are provided between the two first edge beams 110, which fixedly connect the two edge beams together. This design significantly improves the overall stiffness and stability of the first structural layer 100, and also enhances the connection strength between the edge beams. When the truss is stressed, the brace 130 can effectively transfer and disperse stress, preventing relative displacement or deformation of the edge beam.

[0059] The first edge beam 110 is a hollow parallelogram in cross section perpendicular to the length direction, and the wall thickness of the first edge beam 110 gradually increases from both ends to the midspan line 400. The first edge beam 110 is a hollow parallelogram in cross section perpendicular to the length direction, which not only reduces the weight of the edge beam, but also effectively improves its bending stiffness and torsional stiffness. The parallelogram cross-sectional shape allows the edge beam to better disperse stress when stressed, thereby enhancing the overall stability of the structure.

[0060] The wall thickness of the first edge beam 110 gradually increases from both ends to the midspan line 400, which takes into account the actual situation of the truss when stressed, allowing the edge beam to better distribute stress when bearing load. Near the midspan line 400, the relatively thick edge beam can provide stronger support due to the relative concentration of load, while at both ends it is relatively light, which is beneficial to reduce the overall weight and reduce material costs.

[0061] The wall thickness of the first edge beam 110 gradually increases from both ends to the midspan line 400, and the outer diameter and wall thickness of the diagonal web member 210 gradually decrease from both ends to the midspan line 400. The parameters of the first edge beam 110 and the diagonal web member 210 are matched, so that the overall weight of the large-span inverted trapezoidal complex node space truss is balanced, the overall stress distribution and strength are balanced, and the strength of the large-span inverted trapezoidal complex node space truss is considered while reducing the weight.

[0062] Through the modular design of the first edge beam 110, the diagonal web member 210, the vertical web member 220, and the strut 130, the large-span inverted trapezoidal complex node space truss is more convenient and fast during construction and installation. Each component can be pre-manufactured and assembled in the factory, and then transported to the construction site for overall installation. This design not only improves the construction efficiency, but also reduces the difficulty and risk of on-site operation.

[0063] As shown in Figure 3 and Figure 4 In one embodiment, the first structure layer 100 further includes a connecting rod 140, which is arranged alternately with the strut 130 between two first edge beams 110. Both the connecting rod 140 and the strut 130 are provided with multiple.

[0064] As shown in Figure 3 The strut 130 includes a first rod body 132 and a second rod body 134. The first rod body 132 and the second rod body 134 are fixedly arranged in a cross shape, and the first rod body 132 and the second rod body 134 are fixedly connected by welding, clamping, bolt connection, or one-piece forming.

[0065] As shown in Figure 3 and Figure 4 One end of the first rod body 132 is fixedly connected to one first edge beam 110, and the other end of the first rod body 132 is fixedly connected to another first edge beam 110; one end of the second rod body 134 is fixedly connected to one first edge beam 110, and the other end of the second rod body 134 is fixedly connected to another first edge beam 110. The fixed connection mode is, for example, welding, clamping, riveting, or bolt connection.

[0066] The first rod body 132 and the second rod body 134 of the strut 130 are located between two connecting rods 140. One end of the connecting rod 140 is fixedly connected to one first edge beam 110, and the other end of the connecting rod 140 is fixedly connected to another first edge beam 110. The fixed connection mode is, for example, welding, clamping, riveting, or bolt connection.

[0067] Exemplarily, the connecting rod 140 has a rectangular cross section perpendicular to the length direction, which makes the connecting rod 140 have higher bending stiffness and torsional stiffness. When bearing load, the rectangular cross section can better disperse stress and prevent the connecting rod 140 from bending or torsional deformation.

[0068] The connecting rod 140 and the strut 130 are alternately arranged between the two first side beams 110. This arrangement effectively disperses the stress in the structure and enhances the overall stability and stiffness of the first structural layer 100. The connecting rod 140 and the strut 130 work together to enable the structure to better resist deformation and failure when bearing loads.

[0069] The first rod 132 and the second rod 134 are fixedly arranged in a cross configuration. This design allows the strut 130 to better distribute the force to the two first side beams 110 when bearing load, thus optimizing the force distribution. At the same time, the cross-fixing method also enhances the stability of the strut 130 itself.

[0070] By alternating the struts 130 and connecting rods 140, the force transmission path in the structure becomes clearer and more efficient. The load can be quickly and accurately transferred to the two first side beams 110 through the connecting rods 140 and struts 130, avoiding stress concentration and confusion in the transmission path.

[0071] The struts 130 and connecting rods 140 not only enhance the overall stability and stiffness of the first structural layer 100, but also strengthen the connection between the two first side beams 110. This design allows the side beams to work together better under load, jointly resisting deformation and failure.

[0072] The arrangement of connecting rod 140 and strut 130 gives the structure a certain degree of modularity. This design facilitates assembly and disassembly during construction, improving construction efficiency. Furthermore, it allows for easier inspection and replacement of connecting rod 140 and strut 130 during later maintenance.

[0073] like Figure 2 and Figure 3 As shown, in one embodiment, the first structural layer 100 further includes stiffening ribs 120, a plurality of stiffening ribs 120 are provided on the first side beam 110, and the stiffening ribs 120 are provided with first through holes.

[0074] The large-span inverted trapezoidal complex node space truss of this application can be connected to other large-span inverted trapezoidal complex node space trusses through the stiffening ribs 120. For example, two large-span inverted trapezoidal complex node space trusses arranged side by side along the length direction can be connected by stiffening ribs 120. Or, for example, two large-span inverted trapezoidal complex node space trusses arranged side by side along a direction perpendicular to the length direction can be connected by stiffening ribs 120.

[0075] For example, bolts are installed between the stiffening ribs 120 of two adjacent space trusses in the first through hole to fix the stiffening ribs 120 of the two adjacent space trusses together, thereby fixing the two adjacent space trusses together.

[0076] By providing the first through hole on the stiffening rib 120, the connection between adjacent large-span inverted trapezoidal complex node space trusses can be easily realized. This connection method is not only simple and fast, but also has high connection strength and reliability.

[0077] The provision of the stiffening rib 120 and the first through hole makes the construction of the large-span inverted trapezoidal complex node space truss more modular. Construction personnel can pre-manufacture the stiffening rib 120 and other components of the truss as needed, and then assemble and connect them on site, improving construction efficiency.

[0078] As shown in Figure 2 , on the first edge beam 110, the distance between adjacent stiffening ribs 120 is e, and the distance between adjacent vertical web members 220 is f, where e = 2*f. This reasonable spacing not only ensures that the stiffening rib 120 does not increase the weight excessively, but also avoids material waste or construction difficulties caused by too small spacing.

[0079] In one embodiment, the stiffening rib 120 is a strip-shaped reinforcement, and the vertical web member 220 is a hollow structure, and the stiffening rib 120 is fixed in the hollow structure of the vertical web member 220.

[0080] The stiffening rib 120 can significantly improve the stability and stiffness of the vertical web member 220. In the large-span inverted trapezoidal complex node space truss, the provision of the stiffening rib 120 can effectively resist deformation under external force and prevent structural instability.

[0081] The provision of the stiffening rib 120 optimizes the stress distribution of the truss structure, so that the stress can be more evenly distributed in the entire structure, thereby improving the carrying capacity and durability of the structure.

[0082] As shown in Figures 1 to 3 , in one embodiment, the third structural layer 300 includes a second edge beam 310 and a connecting member 320.

[0083] The extension direction of the second edge beam 310 is the length direction of the third structural layer 300, and two second edge beams 310 are arranged in parallel. This double-edge beam design can significantly enhance the stability and carrying capacity of the structure. When subjected to external force, the double-edge beams can share the load together, reducing the stress on a single edge beam, thereby improving the durability of the entire structure.

[0084] The second edge beam 310 is provided with an assembly hole on the end face away from the second structural layer 200, as shown in Figure 2 , the assembly hole is used to connect the herringbone end column 600 during construction. The second edge beam 310 cooperates with the herringbone end column 600 through the assembly hole, and the inner wall of the assembly hole facilitates positioning and limiting the position of the second edge beam 310 relative to the herringbone end column 600, improving construction efficiency.

[0085] The assembly holes provided on the second edge beam 310 are used to connect the herringbone end column 600 during construction. This design makes the connection between the second edge beam 310 and the herringbone end column 600 more convenient, and the inner wall of the assembly hole can conveniently position and limit the position of the second edge beam 310 relative to the herringbone end column 600. This not only simplifies the construction process, but also greatly improves the accuracy and efficiency of construction.

[0086] The connecting pieces 320 are provided between the second edge beams 310, and two second edge beams 310 are fixedly connected by the connecting pieces 320. The connecting pieces 320 are fixedly connected to the second edge beams 310 by welding, clamping, bolt connection or riveting, etc. These connecting pieces 320 not only strengthen the connection strength between the second edge beams 310, but also make the entire structure more stable and reliable.

[0087] The second edge beam 310 is a hollow rectangle in cross section perpendicular to the length direction. From both ends of the second edge beam 310 to the midspan line 400, the thickness of the second edge beam 310 gradually increases.

[0088] The second edge beam 310 is a hollow rectangle in cross section perpendicular to the length direction. This design not only reduces the weight of the edge beam, but also optimizes the use of materials. At the same time, the hollow design also helps to improve the bending resistance and torque resistance of the edge beam.

[0089] From both ends of the second edge beam 310 to the midspan line 400, the thickness of the second edge beam 310 gradually increases. This thickness gradient design makes the edge beam more evenly distribute stress when under stress, avoiding structural damage caused by stress concentration. At the same time, it also improves the utilization rate of materials and reduces the cost of materials.

[0090] As shown in Figure 1 and Figure 3 In one embodiment, the third structural layer 300 further includes a special-shaped stiffener 330, which is installed on the second edge beam 310, and the special-shaped stiffener 330 is provided with a second through hole. The special-shaped stiffener 330 is used to connect other large-span inverted trapezoidal complex node space trusses.

[0091] The special-shaped stiffener 330 as a reinforcing member can significantly improve the bending and shear resistance of the second edge beam 310, thereby enhancing the stability and load-bearing capacity of the entire third structural layer 300. Its unique shape design makes the stress distribution more uniform, avoiding structural damage caused by stress concentration.

[0092] The second through hole provided on the special-shaped stiffener 330 provides convenience for connecting other large-span inverted trapezoidal complex node space trusses. By passing through the through hole with bolts, pins and the like, stable connection between different trusses can be easily achieved, forming a larger and more stable structural system.

[0093] As Figure 1 shown, in one embodiment, the spacing between two adjacent profiled stiffening plates 330 is equal to the spacing between two adjacent stiffening ribs 120.

[0094] As Figure 1 shown, in one embodiment, a connecting plate 230 is provided at the junction of the diagonal web member 210 and the vertical web member 220, and grooves are formed on the diagonal web member 210 and the vertical web member 220 to accommodate the connecting plate 230.

[0095] A connecting plate 230 is provided on the first edge beam 110, and the diagonal web member 210 and the vertical web member 220 are connected to the first edge beam 110 through the connecting plate 230. A connecting plate 230 is provided on the second edge beam 310, and the diagonal web member 210 and the vertical web member 220 are connected to the second edge beam 310 through the connecting plate 230. The connecting plate 230 acts as a bridge, effectively transferring the load of the diagonal web member 210 and the vertical web member 220 to the first edge beam 110 and the second edge beam 310. This design ensures smooth load transfer and avoids uneven stress distribution or local overload due to unclear load transmission path.

[0096] The grooves provided on the diagonal web member 210 increase the contact area between the diagonal web member 210 and the connecting plate 230, improving the connection strength between them. The grooves provided on the vertical web member 220 increase the contact area between the vertical web member 220 and the connecting plate 230, improving the connection strength between them.

[0097] The grooves on the diagonal web member 210 and the vertical web member 220 cooperate with the connecting plate 230 to significantly increase the contact area between them. This design helps to disperse stress and reduce local stress concentration, thereby improving the stability and strength of the connection.

[0098] The diagonal web member 210 and the vertical web member 220 are firmly connected together through the connecting plate 230, and the contact area is increased by the grooves, effectively improving the shear and bending resistance of the entire structural system. This is crucial for bearing complex loads and maintaining the overall stability of the structure.

[0099] The design of the connecting plate 230 and the grooves makes it easier and more accurate to install and position the diagonal web member 210 and the vertical web member 220. Construction personnel can easily achieve precise installation by adjusting the position and angle of the connecting plate 230.

[0100] As Figure 2As shown, in one embodiment, the angle between adjacent diagonal web members 210 and vertical web members 220 is α, where 43° ≤ α ≤ 63°. Exemplarily, α = 43°. In another embodiment, α = 50°. In another embodiment, α = 53°. In another embodiment, α = 60°. In another embodiment, α = 63°.

[0101] An included angle α within the range of 43° to 63° allows the diagonal web members 210 and the vertical web members 220 to better distribute stress when bearing loads, avoiding stress concentration. This helps optimize the stress distribution of the entire structure and improves its stability.

[0102] like Figure 3 As shown, in one embodiment, an angle β exists between the vertical web member 220 and the first structural layer 100, where 66° ≤ β ≤ 86°. In another embodiment, β = 66°. In another embodiment, β = 69°. In another embodiment, β = 72°. In another embodiment, β = 76°. In another embodiment, β = 80°. In another embodiment, β = 83°. In another embodiment, β = 86°.

[0103] An included angle β ranging from 66° to 86° allows for the efficient transfer of forces from the first structural layer 100 to the vertical web members 220, enabling better stress distribution between the vertical web members 220 and the third structural layer 300 and preventing stress concentration. This helps optimize the stress distribution of the entire structure and improves its stability. A well-designed included angle β enhances the overturning resistance of large-span inverted trapezoidal complex node space trusses. Especially under lateral or wind loads, the structure can better resist overturning moments and maintain overall stability.

[0104] Properly setting the included angles α and β helps to improve the overall stiffness of mechanical structures. Increased stiffness means that the structure can better maintain its shape and dimensional stability when subjected to loads, thereby improving its load-bearing capacity.

[0105] Secondly, embodiments of this application also provide a building including a large-span inverted trapezoidal complex node space truss as described in any of the above embodiments.

[0106] The large-span inverted trapezoidal complex node space truss structure, due to its stable structure composed of multiple members and nodes, can effectively distribute and bear the weight of the building and external loads, such as wind loads and snow loads. This structural form enables the building in the embodiments of this application to remain stable when subjected to external forces, thereby improving the building's safety.

[0107] Thirdly, embodiments of this application also provide a construction method for a large-span inverted trapezoidal complex node space truss, comprising:

[0108] S100: As shown in the figure, install two herringbone end columns 600, the distance between the two herringbone end columns 600 is the length of the large-span inverted trapezoidal complex node space truss. Figure 2

[0109] S200: As shown in the figure, set up temporary lattice support frame 610, set up two temporary lattice support frames 610 between the two herringbone end columns 600. Figure 2

[0110] When setting up the temporary lattice support frame 610, use the total station to accurately locate and lay out each support point, set up the temporary lattice support frame 610 using standard sections, and select 1.5m*1.5m*10.5m temporary support for the main truss of the temporary lattice support frame 610, and set up 2 trusses for each truss structure. In order to ensure the overall stability of the support frame, the support columns of the temporary lattice support frame 610 are connected transversely by tie rods. The support columns of the temporary lattice support frame 610 are selected as round pipes Φ180*10, the tie rods are selected as Φ89*5, the base of the temporary lattice support frame 610 is a roadbed box with dimensions of 0.16m*2m*5m, and the top operating platform of the temporary lattice support frame 610 is selected as HW300 type steel, as shown in the figure. Figure 5 Figure 7 As shown in the figure, the lowermost layer of the operating platform is in the shape of a "eye", the "eye" shaped platform spans two H-shaped steels 640, the H-shaped steels 640 are 40a steels, the two H-shaped steels 640 are fixed together by stacking one on top of the other, and the fixing method is, for example, welding, bolt connection or clamping, etc., wherein the H-shaped steel 640 located below in the direction of gravity is longer, and a rod 650 is welded at each end of the H-shaped steel 640, and an adjusting pipe is arranged at an appropriate position in the middle, and the material is Q235B. The rod 650 is used to guide the installation of the large-span inverted trapezoidal complex node space truss and limit the large-span inverted trapezoidal complex node space truss.

[0111] S300: As shown in the figure, divide the large-span inverted trapezoidal complex node space truss of any of the above embodiments into three sections and assemble them respectively to form three sub-trusses arranged separately. Figure 4

[0112] S400: As shown in the figure, when assembling the sub-trusses, set up a support jig 700 on the site, hoist the first structure layer 100 and the third structure layer 300, position the second structure layer 200 according to the data laid out in advance, and weld and fix the second structure layer 200 with the first structure layer 100 and the third structure layer 300. Figure 6

[0113] S500: Hoist the three sub-trusses onto the support structure composed of the herringbone end columns 600 and the temporary lattice support frame 610 in turn, wherein the last hoisted sub-truss is located between two sub-trusses.​​​​​

[0114] The three sub-trusses are respectively named as a first sub-truss 510, a second sub-truss 520 and a third sub-truss 530, the two herringbone end columns 600 are respectively named as a first end column and a second end column, and the two temporary lattice support frames 610 are respectively named as a first temporary support frame and a second temporary support frame, and the first end column, the first temporary support frame, the second temporary support frame and the second end column are sequentially arranged. The installation sequence of the first sub-truss 510, the second sub-truss 520 and the third sub-truss 530 is that the first sub-truss 510 is first installed on the first end column and the first temporary support frame, then the third sub-truss 530 is installed on the second temporary support frame and the second end column, and finally the second sub-truss 520 is installed on the first temporary support frame and the second end column. The second sub-truss 520 is located between the first sub-truss 510 and the third sub-truss 530.

[0115] When the first sub-truss 510 or the third sub-truss 530 is installed, the stop rod 650 is used to guide the first sub-truss 510 or the third sub-truss 530 to reach the installation position, and after the first sub-truss 510 or the third sub-truss 530 reaches the installation position, the stop rod 650 is used to limit the first sub-truss 510 or the third sub-truss 530 to prevent the first sub-truss 510 or the third sub-truss 530 from tipping over.

[0116] Before the second sub-truss 520 is installed, a code plate 620 is arranged on one end of the first sub-truss 510 close to the second sub-truss 520, as shown in Figure 5 The upper end surface and the two side end surfaces of the first flange 110 on the first sub-truss 510 are provided with the code plate 620, and the upper end surface and the two side end surfaces of the second flange 310 on the first sub-truss 510 are provided with the code plate 620. The upper end surface and the two side end surfaces of the first flange 110 on the third sub-truss 530 are provided with the code plate 620, and the upper end surface and the two side end surfaces of the second flange 310 on the third sub-truss 530 are provided with the code plate 620. The second sub-truss 520 is installed from bottom to top on the first sub-truss 510 and the third sub-truss 530, and the code plate 620 is used to limit the second sub-truss 520 to improve the installation accuracy of the second sub-truss 520. After the second sub-truss 520 is fixed with the first sub-truss 510 and the third sub-truss 530, each code plate 620 is cut off.

[0117] When the code plate 620 is installed, as shown in Figure 7 The plane of the code plate 620 is perpendicular to the installation plane, for example, the upper end surface of the first flange 110 is horizontally fixed, and the code plate 620 on the upper end surface of the first flange 110 is vertically arranged. However, in another embodiment, as shown in Figure 5As shown, the plane of the code plate 620 is parallel to the installation plane, for example, the upper end surface of the first side beam 110 is horizontally arranged, and the code plate 620 on the upper end surface of the first side beam 110 is horizontally fixed.

[0118] S600: Symmetrically weld the interfaces between the three sub-trusses, before welding, clean the welding gap, check if the welding rod meets the requirements, adjust the welding current, keep the welding speed constant, and the welding thickness and width are uniform, after welding, ultrasonic detection is required, after passing the detection, measure and record the elevation value of the node position of the third structural layer 300 under the current working condition.

[0119] It should be noted that the features in the embodiments of the present application can be combined with each other without conflict.

[0120] The above only describes the preferred embodiments of the present application and is not intended to limit the present application. Those skilled in the art can make various modifications and changes to the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A large-span inverted trapezoidal complex node space truss, characterized in that, The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss.

2. The long-span inverted trapezoidal complex node spatial truss according to claim 1, characterized in that, The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss.

3. The long-span inverted trapezoidal complex node spatial truss according to claim 2, characterized in that, The application relates to a large-span inverted trapezoidal complex node space truss. The application relates to a large-span inverted trapezoidal complex node space truss.

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5. The long-span inverted trapezoidal complex node spatial truss according to claim 4, characterized in that, The third structural layer (300) further comprises: A special-shaped stiffening plate (330) is arranged on the second edge beam (310), and a second through hole is arranged on the special-shaped stiffening plate (330).

6. The long-span inverted trapezoidal complex node spatial truss according to claim 1, characterized in that, A connecting plate (230) is arranged at the connection between the inclined web member (210) and the vertical web member (220), and grooves are arranged on the inclined web member (210) and the vertical web member (220) to match the connecting plate (230).

7. The long-span inverted trapezoidal complex node spatial truss according to claim 1, characterized in that, The included angle between the adjacent inclined web member (210) and the vertical web member (220) is α, and 43°≤α≤63°.

8. The long-span inverted trapezoidal complex node spatial truss according to claim 1, characterized in that, The included angle between the vertical web member (220) and the first structural layer (100) is β, and 66°≤β≤86°.

9. A building, characterized in that It comprises: The large-span inverted trapezoidal complex node space truss according to any one of claims 1 to 8.

10. A construction method of a large-span inverted trapezoidal complex node space truss, characterized in that, It comprises: Two herringbone end columns (600) are arranged, and the distance between the two herringbone end columns (600) is the length of the large-span inverted trapezoidal complex node space truss; A temporary lattice support frame (610) is arranged between the two herringbone end columns (600); The large-span inverted trapezoidal complex node space truss according to any one of claims 1 to 8 is divided into three sections and assembled respectively to form three sub-trusses arranged in sections; A support jig (700) is arranged on the site, the first structural layer (100) and the third structural layer (300) are hoisted, the second structural layer (200) is positioned according to the data prepared in advance, and the second structural layer (200) is fixed with the first structural layer (100) and the third structural layer (300); The three sub-trusses are hoisted in sequence onto the support structure composed of the herringbone end columns (600) and the temporary lattice support frame (610), and the last hoisted sub-truss is located between the two sub-trusses; The interfaces between the three sub-trusses are symmetrically welded, and before welding, the welding opening around the welding opening should be cleaned, it should be checked whether the welding rod meets the specified requirements, whether the welding current is adjusted, the welding speed should be kept constant, the welding seam thickness and width should be uniform, and after welding, ultrasonic flaw detection should be performed, and after the detection is qualified, the elevation value of the node position of the third structural layer (300) under the current working condition is measured and recorded.

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