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

Abstract

The invention 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, and the large-span inverted trapezoidal complex node space truss comprises a first structure layer, a second structure layer and a third structure layer. The second structural layer forms a first sub-frame body and a second sub-frame body which are symmetrical along the midline, the outer diameter and the wall thickness of an inclined web member on the first sub-frame body are gradually increased from one end close to the midline to one end far away from the midline, and the outer diameter and the wall thickness of an inclined web member on the second sub-frame body are gradually increased from one end close to the midline to one end far away from the midline; and the outer diameter and the wall thickness of the diagonal web members on the second sub-frame body are gradually increased. According to the large-span inverted trapezoidal complex node space truss provided by the invention, the diagonal web members at different positions in the second structure layer are different in size, so that the overall weight can be reduced to the greatest extent while the truss keeps enough strength. By means of the design, the requirement for structural stability is met, and the material cost and the transportation difficulty are reduced.

Description

Technical Field

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

[0002] Space truss structure is a lightweight rigid structure, composed of geometric patterns, usually with multi-directional spacing, composed of tension rods and pressure rods. The structure is under stress in three-dimensional space and can withstand loads from all directions. It is especially suitable for earthquake-resistant large-span buildings. With the advancement of construction technology, space truss structures have been widely used in large-scale and special-shaped buildings such as bridges, stadiums, airports, and stations.

[0003] However, there are still some problems with existing space truss structures when applied to large-span buildings. Generally, buildings with a lateral span of more than 30m are considered large-span buildings, and the existing space truss structures are very heavy, which increases the difficulty of installation. In addition, space truss structures are often installed using the two-point hanging method, which has low installation efficiency and poor construction safety due to its heavy weight. These problems limit the further application and development of space truss structures in large-span buildings. Summary of the invention

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

[0005] In order to achieve the above-mentioned objectives, in the first aspect, an embodiment of the present application provides a large-span inverted trapezoidal complex node space truss, including a first structural layer, a second structural layer and a third structural layer. The first structural layer is a plane frame structure; the second structural layer is a plane frame structure composed of alternating diagonal web members and vertical web members; the third structural layer is a plane 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, and the two second structural layers fix 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 with a trapezoidal cross-section in a direction perpendicular to the length. The first structural layer and the third structural layer are connected by the diagonal web members and the vertical web members; the large-span inverted trapezoidal complex node space truss has a mid-span line in the middle position in the length direction, and the second structural layer forms a symmetrical first sub-frame and a second sub-frame along the mid-span line, and the outer diameter and wall thickness of the diagonal web members on the first sub-frame gradually increase from one end close to the mid-span line to one end away from the mid-span line on the first sub-frame, and the outer diameter and wall thickness of the diagonal web members on the second sub-frame gradually increase from one end close to the mid-span line to one end away from the mid-span line on the second sub-frame.

[0006] In one embodiment, the first structural layer includes a first side beam, a brace and a connecting rod. Two first side beams are provided, the extension direction of the first side beam is the length direction of the first structural layer, the two first side beams are respectively two long sides of the first structural layer, the diagonal web member and the vertical web member are connected to the first side beam; the brace and the connecting rod are alternately provided between the two first side beams to fix the two first side beams in connection; the cross section of the first side beam perpendicular to the length direction is a hollow parallelogram, and the wall thickness of the first side beam gradually increases from both ends to the mid-span line.

[0007] In one embodiment, the first structural layer further includes a stiffening rib, a plurality of the stiffening ribs are provided on the first side beam, and a first through hole is provided on the stiffening rib.

[0008] In one embodiment, the third structural layer includes a second side beam and a connecting piece. The extension direction of the second side beam is the length direction of the third structural layer, two second side beams are arranged in parallel, and an assembly hole is arranged on an end face of the second side beam away from the second structural layer; a plurality of connecting pieces are arranged between the second side beams; the second side beam has a hollow rectangular cross section along a direction perpendicular to the length direction, and the thickness of the second side beam gradually increases from both ends of the second side beam to the mid-span line.

[0009] In one embodiment, the third structural layer further includes a special-shaped stiffening plate, the special-shaped stiffening plate is installed on the second side beam, and a second through hole is provided on the special-shaped stiffening plate.

[0010] In one embodiment, a connecting plate is provided at the connection between the diagonal web member and the vertical web member, and a groove body adapted to the connecting plate is opened on the diagonal web member and the vertical web member.

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

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

[0013] In a second aspect, an embodiment of the present application further provides a building, comprising a large-span inverted trapezoidal complex-node space truss as described in any of the above embodiments.

[0014] On the third aspect, an embodiment of the present application also provides a method for constructing a large-span inverted trapezoidal complex node space truss, including installing two herringbone end columns, and the distance between the two herringbone end columns is the length of the large-span inverted trapezoidal complex node space truss.

[0015] A temporary lattice support frame is set up, and two temporary lattice support frames are arranged between two of the herringbone end columns.

[0016] The large-span inverted trapezoidal complex-node space truss as described in any of the above embodiments is divided into three sections and assembled separately to form three separately arranged sub-trusses.

[0017] The supporting cradle is arranged on site, the first and third structural layers are hoisted, the second structural layer is positioned according to the data laid out in advance, and the second structural layer is fixed to the first and third structural layers.

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

[0019] Symmetrically weld the interfaces between the three sub-trusses. Before welding, clean the area around the weld, check whether the welding rod meets the requirements, whether the welding current is adjusted properly, the welding speed must be kept constant, and the weld thickness and width must be uniform. After welding is completed, ultrasonic flaw detection must be passed. After passing the inspection, measure and record the elevation value of the node position of the third structural layer under the current working conditions.

[0020] The large-span inverted trapezoidal complex node space truss provided by the embodiment of the present application has different sizes (outer diameter and wall thickness) of the diagonal webs at different positions in the second structural layer, so that the truss can reduce the overall weight to the greatest extent while maintaining sufficient strength. This design not only meets the requirements of structural stability, but also reduces material costs and transportation difficulties. Reducing the overall weight of the large-span inverted trapezoidal complex node space truss is crucial for the hoisting and transportation process. Lighter weight means that smaller hoisting equipment can be used, reducing the risks and costs during the hoisting process. At the same time, it is also convenient for rapid assembly and disassembly at the construction site, improving construction efficiency.

[0021] Other features and advantages of the present application will be described in detail in the subsequent detailed description. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings required for use in the embodiments will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present application and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without paying creative work.

[0023] Figure 1 A structural schematic diagram from one perspective of one embodiment of a large-span inverted trapezoidal complex-node space truss provided in an embodiment of the present application;

[0024] Figure 2 A schematic structural diagram from two perspectives of one embodiment of a large-span inverted trapezoidal complex-node space truss provided in an embodiment of the present application;

[0025] Figure 3 A schematic structural diagram of three perspectives of one embodiment of a large-span inverted trapezoidal complex-node space truss provided in an embodiment of the present application;

[0026] Figure 4 A schematic structural diagram of four perspectives of one embodiment of a large-span inverted trapezoidal complex-node space truss provided in an embodiment of the present application;

[0027] Figure 5 A partial enlarged view from two perspectives of one embodiment of a large-span inverted trapezoidal complex-node space truss provided in an embodiment of the present application;

[0028] Figure 6 A schematic structural diagram of five perspectives of another embodiment of a large-span inverted trapezoidal complex-node space truss provided in an embodiment of the present application;

[0029] Figure 7A partially enlarged view from two perspectives of another embodiment of a large-span inverted trapezoidal complex-node space truss provided in an embodiment of the present application.

[0030] icon:

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

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

[0033] 300-third structural layer; 310-second side beam; 320-connector; 330-special-shaped stiffening plate;

[0034] 400-across the center line;

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

[0036] 600-H-shaped end column; 610-temporary lattice support frame; 620-yard plate; 640-H-shaped steel; 650-stop bar;

[0037] 700-Support tire 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 in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, rather than all of the embodiments. The components of the embodiments of the present application described and shown in the drawings here can be arranged and designed in various different configurations.

[0039] In the description of this application, it should be noted that the terms "inside", "outside", etc. indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship in which the product of the application is usually placed when in use, which is only for the convenience of describing this application and simplifying the description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on this application. In addition, the terms "first", "second", etc. 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 clearly specified and limited, the terms "disposed" and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a direct connection, or an indirect connection through an intermediate medium, or it can be the internal communication of two elements. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood according to specific circumstances.

[0041] The embodiments of the present application provide a large-span inverted trapezoidal complex-node space truss, a building and a construction method. The building adopts the large-span inverted trapezoidal complex-node space truss and cooperates with the construction method, so the construction efficiency is improved and the construction safety is improved. During the construction of the building, the construction method is adopted to improve the construction efficiency and safety of the large-span inverted trapezoidal complex-node space truss.

[0042] In a first aspect, an embodiment of the present application provides 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 alternately arranged 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 of the diagonal web member 210 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 of the vertical web member 220 is connected to the third structural layer 300. Adjacent diagonal web members 210 and vertical web members 220 are connected. The first structural layer 100 and the third structural layer 300 are supported to maintain a spacing by the arranged diagonal web members 210 and vertical web members 220.

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

[0048] like Figures 1 to 3 As shown, the first structural layer 100 and the third structural layer 300 each have two long sides along the length direction, and the two second structural layers 200 fix the corresponding long sides of the first structural layer 100 and the third structural layer 300 to form a large-span inverted trapezoidal complex node space truss with a trapezoidal cross section in a 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 the space requirements of different shapes and sizes. This design improves space utilization and makes the building more flexible and multifunctional.

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

[0050] For example, the outer diameter of the diagonal web member 210 on the end of the first sub-frame and the second sub-frame close to the mid-span line 400 is a mm, and the wall thickness is b mm. Then the outer diameter of the diagonal web member 210 on the end of the first sub-frame and the second sub-frame away from the mid-span line 400 is a mm + c mm, and the wall thickness is b mm + d mm.

[0051] The diagonal web members 210 at different positions in the second structural layer 200 have different sizes (outer diameter and wall thickness), so that the truss can reduce the overall weight to the maximum extent 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 the hoisting and transportation process. Lighter weight means that smaller hoisting equipment can be used, reducing the risk and cost during the hoisting process. At the same time, it is also convenient for rapid assembly and disassembly at the construction site, improving construction efficiency.

[0053] The large-span inverted trapezoidal complex node space truss adopts a multi-layer plane frame structure (first structure layer 100, second structure layer 200, third structure layer 300) design, and the alternating arrangement of diagonal web members 210 and vertical web members 220, which enhances the overall stability and bearing 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 the construction process 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 on the hoisting equipment is reduced, thereby reducing the possibility of accidents.

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

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

[0057] like Figure 1 and Figure 3 As shown, the diagonal web member 210 and the vertical web member 220 are connected to the first edge beam 110 .

[0058] like Figure 3 and Figure 4 As shown, a plurality of braces 130 are arranged between the two first side beams 110 so that the two first side beams 110 are fixedly connected. A plurality of braces 130 are arranged between the two first side beams 110, and these braces 130 fix the two side beams together. This design significantly improves the overall rigidity and stability of the first structural layer 100, and also enhances the connection strength between the side beams. When the truss is subjected to stress, the braces 130 can effectively transmit and disperse stress, and prevent the side beams from relative displacement or deformation.

[0059] The cross section of the first side beam 110 perpendicular to the length direction is a hollow parallelogram, and the wall thickness of the first side beam 110 gradually increases from both ends to the mid-span line 400. The cross section of the first side beam 110 perpendicular to the length direction is a hollow parallelogram. This design not only reduces the weight of the side beam, but also effectively improves its bending rigidity and torsional rigidity. The parallelogram cross-sectional shape enables the side beam to better disperse stress when subjected to force, thereby enhancing the overall stability of the structure.

[0060] The wall thickness of the first side beam 110 gradually increases from both ends to the mid-span line 400. This design takes into account the actual situation of the truss when it is subjected to force, so that the side beam can better distribute the stress when it is subjected to load. Near the mid-span line 400, since the load is relatively concentrated, the thicker side beam can provide stronger support capacity, while the side beams at both ends are relatively light, which is conducive to reducing the overall weight and reducing material costs.

[0061] The wall thickness of the first side beam 110 gradually increases from both ends to the mid-span line 400, and the outer diameter and wall thickness of the diagonal web member 210 gradually decrease from both ends to the mid-span line 400. The parameters of the first side beam 110 and the diagonal web member 210 are coordinated to balance the overall weight, overall stress distribution and strength of the large-span inverted trapezoidal complex node space truss, thereby reducing the weight while taking into account the strength of the large-span inverted trapezoidal complex node space truss.

[0062] Through the modular design of components such as the first side beam 110, the diagonal web member 210, the vertical web member 220 and the brace 130, the large-span inverted trapezoidal complex node space truss is more convenient and quick during the construction and installation process. 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 operations.

[0063] like Figure 3 and Figure 4 As shown, in one embodiment, the first structural layer 100 further includes connecting rods 140, and the connecting rods 140 and the support rods 130 are alternately arranged between the two first side beams 110. A plurality of connecting rods 140 and a plurality of support rods 130 are arranged.

[0064] like Figure 3 As shown, the support rod 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 cross-fixed and arranged, and the first rod body 132 and the second rod body 134 are fixedly connected by welding, clamping, bolt connection or integral molding.

[0065] like Figure 3 and Figure 4 As shown, one end of the first rod 132 is fixedly connected to one first side beam 110, and the other end of the first rod 132 is fixedly connected to another first side beam 110; one end of the second rod 134 is fixedly connected to one first side beam 110, and the other end of the second rod 134 is fixedly connected to another first side beam 110. The fixed connection method is, for example, welding, clamping, riveting or bolting.

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

[0067] For example, the cross section of the connecting rod 140 perpendicular to the length direction is rectangular, and this design enables the connecting rod 140 to have higher bending rigidity and torsional rigidity. 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 rods 140 and the bracing rods 130 are alternately arranged between the two first side beams 110. This layout effectively disperses the stress in the structure and enhances the overall stability and rigidity of the first structural layer 100. The connecting rods 140 and the bracing rods 130 work together to enable the structure to better resist deformation and damage when bearing loads.

[0069] The first rod body 132 and the second rod body 134 are cross-fixed, and this design enables the support rod 130 to better distribute the force to the two first side beams 110 when bearing a load, thereby optimizing the force distribution. At the same time, the cross-fixing method also enhances the stability of the support rod 130 itself.

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

[0071] The arrangement of the support rod 130 and the connecting rod 140 not only enhances the overall stability and rigidity of the first structural layer 100, but also enhances the connection strength between the two first side beams 110. This design enables the side beams to work better together when bearing loads and jointly resist deformation and damage.

[0072] The arrangement of the connecting rod 140 and the support rod 130 makes the structure have certain modular characteristics. This design facilitates assembly and disassembly during construction and improves construction efficiency. At the same time, during the later maintenance process, the connecting rod 140 and the support rod 130 can also be inspected and replaced more conveniently.

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

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

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

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

[0077] The arrangement 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-fabricate the stiffening rib 120 and other components of the truss as needed, and then assemble and connect them on site, thereby improving construction efficiency.

[0078] like Figure 2 As shown, on the first side 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 setting not only ensures that the stiffening ribs 120 do 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 reinforcement member, 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 ribs 120 can significantly improve the stability and rigidity of the vertical web members 220. In a large-span inverted trapezoidal complex node space truss, the provision of the stiffening ribs 120 can effectively resist deformation under external forces and prevent structural instability.

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

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

[0083] The extension direction of the second side beam 310 is the length direction of the third structural layer 300. Two second side beams 310 are arranged in parallel. This double-sided beam design can significantly enhance the stability and bearing capacity of the structure. When subjected to external forces, the double-sided beams can share the load together, reduce the force of a single side beam, and thus improve the durability of the entire structure.

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

[0085] The assembly hole provided on the second side beam 310 is used to connect the herringbone end column 600 during construction. This design makes the connection between the second side beam 310 and the herringbone end column 600 more convenient, and the inner wall of the assembly hole can conveniently locate and limit the position of the second side 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 the construction.

[0086] A plurality of connecting members 320 are provided between the second side beams 310, and two second side beams 310 are fixedly connected by the connecting members 320, and the connecting members 320 are fixedly connected to the second side beams 310 by welding, clamping, bolting or riveting. These connecting members 320 not only strengthen the connection strength between the second side beams 310, but also make the whole structure more stable and reliable.

[0087] The cross section of the second side beam 310 along the direction perpendicular to the length is a hollow rectangle, and the thickness of the second side beam 310 gradually increases from both ends of the second side beam 310 to the mid-span line 400 .

[0088] The cross section of the second side beam 310 perpendicular to the length direction is a hollow rectangle. This design not only reduces the weight of the side 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 side beam.

[0089] The thickness of the second side beam 310 gradually increases from both ends of the second side beam 310 to the mid-span line 400. This thickness gradient design enables the side beam to distribute stress more evenly when subjected to force, thereby avoiding structural damage caused by stress concentration. At the same time, it also improves material utilization and reduces material costs.

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

[0091] As a reinforcing member, the special-shaped stiffening plate 330 can significantly improve the bending and shearing resistance of the second side beam 310, thereby enhancing the stability and bearing capacity of the entire third structural layer 300. Its unique shape design makes the stress distribution more uniform and avoids structural damage caused by stress concentration.

[0092] The second through hole provided on the special-shaped stiffening plate 330 provides convenience for connecting other large-span inverted trapezoidal complex node space trusses. By passing bolts, pins, etc. through the through hole, it is easy to achieve a stable connection between different trusses, forming a larger and more stable structural system.

[0093] like Figure 1 As shown, in one embodiment, the distance between two adjacent special-shaped stiffening plates 330 is equal to the distance between two adjacent stiffening ribs 120 .

[0094] like Figure 1 As shown, in one embodiment, a connecting plate 230 is provided at the connection between the diagonal web member 210 and the vertical web member 220 , and a groove body adapted to the connecting plate 230 is opened on the diagonal web member 210 and the vertical web member 220 .

[0095] The first side beam 110 is provided with a connecting plate 230, and the diagonal web member 210 and the vertical web member 220 are connected to the first side beam 110 through the connecting plate 230. The second side beam 310 is provided with a connecting plate 230, and the diagonal web member 210 and the vertical web member 220 are connected to the second side beam 310 through the connecting plate 230. The connecting plate 230 acts as a bridge to effectively transfer the load of the diagonal web member 210 and the vertical web member 220 to the first side beam 110 and the second side beam 310. This design ensures smooth load transfer and avoids uneven structural force or local overload caused by unclear force transmission path.

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

[0097] The matching design of the slots provided on the diagonal web members 210 and the vertical web members 220 and the connecting plates 230 significantly increases 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 means of the trough body, which effectively improves the shear and bending resistance of the entire structural system. This is very important for bearing complex loads and maintaining the overall stability of the structure.

[0099] The design of the connecting plate 230 and the groove body makes the installation and positioning of the diagonal web member 210 and the vertical web member 220 more accurate and convenient. The construction personnel can easily adjust the position and angle of the connecting plate 230 to achieve accurate installation.

[0100] like Figure 2As shown, in one embodiment, the angle between adjacent diagonal web members 210 and vertical web members 220 is α, wherein 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] When the angle α is within the range of 43° to 63°, the diagonal web member 210 and the vertical web member 220 can better share stress when bearing loads, thereby avoiding stress concentration, which helps to optimize the force distribution of the entire structure and improve the stability of the structure.

[0102] like Figure 3 As shown, in one embodiment, there is an angle β between the vertical web member 220 and the first structural layer 100, wherein 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] When the angle β is in the range of 66° to 86°, the force on the first structural layer 100 can be reasonably transmitted to the vertical web member 220, so that the vertical web member 220 and the third structural layer 300 can better share the stress and avoid the occurrence of stress concentration. This helps to optimize the force distribution of the entire structure and improve the stability of the structure. Reasonable setting of the angle β can enhance the anti-overturning ability of the large-span inverted trapezoidal complex node space truss. Especially when subjected to lateral loads or wind loads, the structure can better resist the overturning moment and maintain overall stability.

[0104] Reasonable settings of the angles α and β help improve the overall stiffness of the mechanical structure. Increased stiffness means that the structure can better maintain the stability of shape and size when bearing loads, thereby improving the load-bearing capacity.

[0105] In a second aspect, an embodiment of the present application further provides a building, comprising a large-span inverted trapezoidal complex-node space truss as in any of the above embodiments.

[0106] The large-span inverted trapezoidal complex node space truss structure adopts a stable structure composed of multiple rods and nodes, which can effectively disperse and bear the weight of the building and external loads, such as wind loads, snow loads, etc. This structural form enables the building of the embodiment of the present application to remain stable when subjected to external forces, thereby improving the safety of the building.

[0107] In a third aspect, an embodiment of the present application further provides a method for constructing a large-span inverted trapezoidal complex node space truss, comprising:

[0108] S100: As shown in Figure 2 , install two chevron end columns 600, and the distance between the two chevron end columns 600 is the length of the long-span inverted trapezoidal complex joint space truss.

[0109] S200: As shown in Figure 2 , erect temporary lattice support frames 610, and set two temporary lattice support frames 610 between the two chevron end columns 600.

[0110] When erecting the temporary lattice support frame 610, use a total station to accurately position and loft each support point. The temporary lattice support frame 610 is assembled with standard sections. The main trusses of the temporary lattice support frame 610 are all selected as 1.5m * 1.5m * 10.5m temporary supports, and 2 bays are set for each truss structure. To ensure the overall stability of the support frame, the support columns of the temporary lattice support frame 610 are transversely connected by tie rods. Among them, the support columns of the temporary lattice support frame 610 are selected as round tubes Φ180 * 10, the tie rods are selected as Φ89 * 5, the base of the temporary lattice support frame 610 uses a 0.16m * 2m * 5m roadbed box, and the top operation platform of the temporary lattice support frame 610 is selected as HW300 steel. As shown in Figure 5 and Figure 7 , the lowest layer of the operation platform is in a "mu" shape. Two H-shaped steels 640 are spanned on the "mu" shaped platform. The H-shaped steels 640 are 40a steel. These two H-shaped steels 640 are stacked and fixed together. The fixing methods are, for example, welding, bolt connection or clamping, etc. Among them, the H-shaped steel 640 located below in the gravity direction is longer, and a retaining rod 650 is welded to each end of it, and an adjusting pipe is set at a suitable position in the middle. The materials are all Q235B. The retaining rod 650 is used to guide the installation of the long-span inverted trapezoidal complex joint space truss and limit the long-span inverted trapezoidal complex joint space truss.

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

[0112] S400: As shown in Figure 6 , when assembling the sub-truss, lay out the support jigs 700 on the site, hoist the first structural layer 100 and the third structural layer 300, position the second structural layer 200 according to the pre-lofted data, and weld and fix the second structural layer 200 to the first structural layer 100 and the third structural layer 300.

[0113] S500: Hoist the three sub-trusses onto the support structure composed of the chevron end columns 600 and the temporary lattice support frames 610 in sequence. Among them, the sub-truss located between the two sub-trusses is hoisted last.

[0114] The three sub-trusses are named as the first sub-truss 510, the second sub-truss 520 and the third sub-truss 530, respectively. The two herringbone end columns 600 are named as the first end column and the second end column, respectively. The two temporary lattice support frames 610 are named as the first temporary bracket and the second temporary bracket, respectively. The first end column, the first temporary bracket, the second temporary bracket and the second end column are arranged in sequence. The installation order of the first sub-truss 510, the second sub-truss 520 and the third sub-truss 530 is: firstly install the first sub-truss 510 on the first end column and the first temporary bracket, then install the third sub-truss 530 on the second temporary bracket and the second end column, and finally install the second sub-truss 520 on the first temporary bracket 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 installing the first sub-truss 510 or the third sub-truss 530, the stop rod 650 is used to guide the first sub-truss 510 or the third sub-truss 530 to reach the installation position. 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 installing the second sub-truss 520, a stopper plate 620 is first installed on one end of the first sub-truss 510 close to the second sub-truss 520. Figure 5 As shown, a yard plate 620 is provided on the upper end surface and two side end surfaces of the first side beam 110 of the first sub-truss 510, and a yard plate 620 is provided on the upper end surface and two side end surfaces of the second side beam 310 of the first sub-truss 510. A yard plate 620 is provided on one end of the third sub-truss 530 close to the second sub-truss 520, and a yard plate 620 is provided on the upper end surface and two side end surfaces of the first side beam 110 of the third sub-truss 530, and a yard plate 620 is provided on the upper end surface and two side end surfaces of the second side beam 310 of the third sub-truss 530. The second sub-truss 520 is installed on the first sub-truss 510 and the third sub-truss 530 from bottom to top. The code plates 620 are 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 to the first sub-truss 510 and the third sub-truss 530, each code plate 620 is cut off.

[0117] When installing code plate 620, Figure 7 As shown, the plane of the code plate 620 is perpendicular to the installation plane. For example, the upper end surface of the first side beam 110 is fixed horizontally, and the code plate 620 on the upper end surface of the first side beam 110 is vertically arranged. 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: Symmetrical welding of the interfaces between the three sub-trusses. Before welding, the area around the weld should be cleaned first, and the welding rod should be checked to see if it meets the requirements and the welding current is adjusted properly. The welding speed must be kept constant, and the weld thickness and width must be uniform. After welding is completed, ultrasonic flaw detection must be performed. After passing the test, the elevation value of the 300 node position of the third structural layer under the current working conditions should be measured and recorded.

[0119] It should be noted that, in the absence of conflict, the features in the embodiments of this application may be combined with each other.

[0120] The above description is only the preferred embodiment of the present application and is not intended to limit the present application. For those skilled in the art, the present application may have various modifications and variations. 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: include: A first structural layer (100), wherein the first structural layer (100) is a planar frame structure; A second structural layer (200), wherein the second structural layer (200) is a planar frame structure composed of alternately arranged diagonal web members (210) and vertical web members (220); a third structural layer (300), the third structural layer (300) being a plane frame structure, the third structural layer (300) and the first structural layer (100) being arranged in parallel, the width of the first structural layer (100) being greater than the width of the third structural layer (300), the first structural layer (100) and the third structural layer (300) each having two long sides along the length direction, the two second structural layers (200) making the corresponding long sides of the first structural layer (100) and the third structural layer (300) fixedly connected to form a large-span inverted trapezoidal complex node space truss having a trapezoidal cross-section along a direction perpendicular to the length, the first structural layer (100) and the third structural layer (300) being connected via the diagonal web member (210) and the vertical web member (220); The large-span inverted trapezoidal complex-node space truss has a mid-span line (400) at the middle position in the length direction, and the second structural layer (200) forms a symmetrical first sub-frame and a second sub-frame along the mid-span line (400). The outer diameter and wall thickness of the diagonal web members (210) on the first sub-frame gradually increase from one end close to the mid-span line (400) to one end away from the mid-span line (400), and the outer diameter and wall thickness of the diagonal web members (210) on the second sub-frame gradually increase from one end close to the mid-span line (400) to one end away from the mid-span line (400).

2. The large-span inverted trapezoidal complex-node space truss according to claim 1 is characterized in that: The first structural layer (100) comprises: a first side beam (110), wherein two first side beams (110) are provided, the extension direction of the first side beam (110) is the length direction of the first structural layer (100), the two first side beams (110) are respectively two long sides of the first structural layer (100), and the diagonal web member (210) and the vertical web member (220) are connected to the first side beam (110); A plurality of support rods (130) and connecting rods (140) are alternately arranged between the two first side beams (110) so that the two first side beams (110) are fixedly connected; The cross section of the first side beam (110) along the direction perpendicular to the length is a hollow parallelogram, and the wall thickness of the first side beam (110) gradually increases from both ends toward the mid-span line (400).

3. The large-span inverted trapezoidal complex node space truss according to claim 2 is characterized in that: The first structural layer (100) further comprises: A stiffening rib (120), wherein a plurality of the stiffening ribs (120) are arranged on the first side beam (110), and a first through hole is arranged on the stiffening rib (120).

4. The large-span inverted trapezoidal complex-node space truss according to claim 1 is characterized in that: The third structural layer (300) comprises: a second side beam (310), wherein the extension direction of the second side beam (310) is the length direction of the third structural layer (300), two second side beams (310) are arranged in parallel, and an assembly hole is arranged on an end surface of the second side beam (310) away from the second structural layer (200); A connecting member (320), wherein a plurality of the connecting members (320) are arranged between the second side beams (310); The cross section of the second side beam (310) along the direction perpendicular to the length is a hollow rectangle, and the thickness of the second side beam (310) gradually increases from both ends of the second side beam (310) to the mid-span line (400).

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

6. The large-span inverted trapezoidal complex-node space truss according to claim 1 is characterized in that: A connecting plate (230) is provided at the connection between the diagonal web member (210) and the vertical web member (220), and a groove body adapted to the connecting plate (230) is provided on the diagonal web member (210) and the vertical web member (220).

7. The large-span inverted trapezoidal complex-node space truss according to claim 1 is characterized in that: The angle between adjacent diagonal web members (210) and the vertical web members (220) is α, wherein 43°≤α≤63°.

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

9. A building, characterized in that: include: A large-span inverted trapezoidal complex-node space truss as claimed in any one of claims 1 to 8.

10. A method for constructing a large-span inverted trapezoidal complex node space truss, characterized in that: include: Install two herringbone end columns (600), wherein the distance between the two herringbone end columns (600) is the length of the large-span inverted trapezoidal complex node space truss; Setting up a temporary lattice support frame (610), wherein two temporary lattice support frames (610) are arranged between two of the herringbone end columns (600); Divide the large-span inverted trapezoidal complex-node space truss according to any one of claims 1 to 8 into three sections and assemble them separately to form three separately arranged sub-trusses; Arrange a support frame (700) on site, hoist the first structure layer (100) and the third structure layer (300), locate the second structure layer (200) according to data prepared in advance, and fix the second structure layer (200) to the first structure layer (100) and the third structure layer (300); Hoisting the three sub-trusses in sequence onto the support structure composed of the herringbone end column (600) and the temporary lattice support frame (610), wherein the sub-truss located between two of the sub-trusses is hoisted last; Symmetrically weld the interfaces between the three sub-trusses. Before welding, clean the area around the weld, check whether the welding rod meets the requirements, whether the welding current is adjusted properly, and keep the welding speed constant. The thickness and width of the weld are uniform. After welding is completed, ultrasonic flaw detection is required. After passing the test, measure and record the elevation value of the node position of the third structural layer (300) under the current working condition.

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