CN117988206A - Truss girder node structure and manufacturing method - Google Patents
Truss girder node structure and manufacturing method Download PDFInfo
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- CN117988206A CN117988206A CN202410276740.1A CN202410276740A CN117988206A CN 117988206 A CN117988206 A CN 117988206A CN 202410276740 A CN202410276740 A CN 202410276740A CN 117988206 A CN117988206 A CN 117988206A
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- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
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Abstract
The invention relates to the technical field of bridge engineering and discloses a truss girder node structure which comprises a chord member and at least one web member, wherein a side plate of the chord member and a side plate of the web member are integrally formed, a first arc transition side plate integrally formed with the side plate of the chord member is arranged at the adjacent part of the side plate and the side plate, a top plate of the chord member and a top plate of the web member are fixedly connected, first perforated steel plates extending along the length direction of the chord member are fixedly connected to the inner sides of the top plate, the side plate and the bottom plate of the chord member, second perforated steel plates extending along the length direction of the web member are fixedly connected to the inner sides of the top plate and the side plate of the web member, and concrete is filled in the chord member and the web member. In addition, the invention also discloses a manufacturing method of the truss girder node structure. The invention overcomes the defects of dense welding seams, high residual stress of welding seams, node rigidity, lower node bearing capacity and fatigue strength of the existing truss girder nodes.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a truss girder node structure and a manufacturing method thereof.
Background
The steel truss bridge is widely applied in bridge engineering due to high structural rigidity and strong crossing capability, and the node is positioned at the intersection of the web member and the chord member of the truss bridge and is a key area for transferring force of the whole structure. The node construction form of the truss bridge goes through the process from the bolting node to the welding node, the bolting node has large field construction error due to the fact that the number of spliced steel plate rods is large, a series of conditions which are inconsistent with the design such as large stress concentration and initial eccentricity exist in the structure due to error accumulation, the integrity is poor, and the dynamic performance such as fatigue fracture of the node is reduced and is gradually replaced by the welding node; the welding nodes are positioned at the joints of the chord members and the web members, the areas are connected with more welding seams, the welding seams are very easy to be in a high-stress state under the increasingly growing traffic load of cities and highways, and meanwhile, residual stress is inevitably generated by the welding seams in the welding process due to the welding thermal effect, so that the strength of the welding seams is reduced. Therefore, the welding joint is easy to have the problems of large residual stress of welding lines, insufficient joint strength, serious joint deformation and fatigue cracking due to the repeated cyclic action of welding heat effect and vehicle load, the structural safety and the service life of the bridge are directly affected, and the joint structural design often becomes a key factor of the control design of the truss bridge.
In view of this, how to overcome the defects of dense welding seams, high residual stress of welding seams, low node rigidity, node bearing capacity, low fatigue strength and the like of the existing truss girder nodes becomes a technical problem to be solved by the technicians in the field.
Disclosure of Invention
The present invention is directed to a truss girder node structure and a method for manufacturing the same, which overcome the above-mentioned drawbacks.
In order to achieve the above object, a first aspect of the present invention provides a truss girder node structure, including a chord member and at least one web member, where side plates of the chord member and side plates of the web member are integrally formed, and adjacent portions of the side plates and the side plates are provided with first arc transition side plates integrally formed therewith, top plates of the chord member and top plates of the web member are fixedly connected, inner sides of the top plates, the side plates and bottom plates of the chord member are fixedly connected with first perforated steel plates extending along a length direction of the chord member, inner sides of the top plates and the side plates of the web member are fixedly connected with second perforated steel plates extending along the length direction of the web member, and concrete is filled in the chord member and the web member.
Further, a third perforated steel plate is fixedly connected in the top plate of the chord member, the third perforated steel plate is perpendicular to the first perforated steel plate on the top plate of the chord member, and the upper end of the third perforated steel plate is located on the top plate extension line of the web plate.
Further, the number of the web members is multiple, and the adjacent two web member side plates are provided with second arc transition side plates integrally formed with the adjacent web member side plates.
Further, the diameter of the first circular arc transition side plate and the diameter of the second circular arc transition side plate are both greater than half the height of the side plate of the chord.
Further, the hole spacing of the first hole steel plate, the second hole steel plate and the third hole steel plate is 2 times of the hole diameter, the height of the first hole steel plate and the height of the third hole steel plate are 1/4 of the chord member height, and the height of the second hole steel plate is 1/4 of the web member width.
Further, the first, second and third perforated steel plates are elliptical perforated steel plates, the long half axes of the perforations are parallel to the extending direction of the chord member or web member, the distance between the perforations of the first, second and third perforated steel plates is 2 times of the long axes of the perforations, the short half axes of the perforations of the elliptical perforated steel plates are 1/4 of the height of the elliptical perforated steel plates, and the thickness of the elliptical perforated steel plates is greater than or equal to 1/12 of the height of the elliptical perforated steel plates.
Further, the first perforated steel plate, the second perforated steel plate and the third perforated steel plate are all pin-type perforated steel plates, the radius of the holes of the pin-type perforated steel plates is 1/3 of the height of the pin-type perforated steel plates, and the thickness of the pin-type perforated steel plates is greater than or equal to 1/12 of the height of the pin-type perforated steel plates.
Further, the top plate of the chord member and the top plate of the web member are connected through a full penetration weld, and a plurality of wiredrawing type notch grooves are distributed on the full penetration weld along the length direction of the full penetration weld;
Preferably, a plurality of the score grooves are arranged in parallel at equal intervals.
Further, the length of the concrete in the chord member is 6 times of the height or width of the chord member, and the length of the concrete in the web member is 3 times of the height or width of the web member;
preferably, the concrete is alkali-activated steel fiber concrete, and the alkali-activated steel fiber concrete comprises the following components in percentage by mass: 26-30% of sand, 41-45% of broken stone, 5-7% of water, 0.9-1.1% of sodium hydroxide, 0.9-1.1% of sodium carbonate, 1.8-2.2% of water glass solution, 7-9% of fly ash, 7-9% of slag powder and 4-5% of steel fiber.
Compared with the prior art, the truss girder node structure has the following advantages:
① According to the invention, the side plate of the chord member, the side plate of the web member and the first arc transition side plate are integrally formed, so that the node rigidity is improved, the node deformation is reduced, the generation of staggered welding seams at the joint of the side plate of the chord member and the side plate of the web member is avoided, and the number of welding seams is reduced.
The chord member of the truss girder node is filled with concrete, so that the rigidity of the node can be further increased, the additional internal force caused by overlarge deformation of the node is reduced, and the strength of the chord member at the node area is improved and the fatigue stress amplitude of the chord member steel tube is reduced by sharing the stress of the chord member.
And the truss girder node web members are filled with alkali-activated steel fiber concrete, so that the web member strength at the node area is effectively improved, the fatigue stress amplitude of web member steel pipes is reduced, and the overall rigidity and the deformation control capability of the truss girder bridge node are further enhanced.
② Because set up first circular arc transition curb plate between the curb plate of chord member and the curb plate of web member, set up the second circular arc transition curb plate between the curb plate of two web members for the web member curb plate obtains stronger boundary support rigidity, and the steel pipe buckling restrained ability that the web member is close to the tip of chord member obtains effectively promoting, and the force flow that the web member transmitted the chord member is more even simultaneously, and node deformation also obtains effective control.
③ Through setting up first trompil steel sheet, second trompil steel sheet, strengthened chord member roof, curb plate and bottom plate and web member's roof and curb plate respectively with the interface cohesive force of intussuseption concrete, and pass the bundling concrete in first trompil steel sheet, second trompil steel sheet and the third trompil steel sheet make chord member roof, curb plate and bottom plate and web member's roof and curb plate respectively with intussuseption between the concrete have produced "interlock" effect, further promoted chord member and web member and intussuseption concrete's collaborative work performance.
The second aspect of the invention provides a manufacturing method based on the truss girder node structure, which comprises the following steps:
integrally forming and processing the side plate of the chord member, the side plate of the web member, the first arc transition side plate and the second arc transition side plate;
The first perforated steel plate is fixedly arranged on the inner sides of the top plate, the side plate and the bottom plate of the chord member, the third perforated steel plate is arranged on the top plate of the chord member, and the second perforated steel plate is arranged on the top plate and the side plate of the web member;
welding the top plate and the bottom plate of the chord member between the side plates of the two chord members, welding the top plate of the web member between the side plates of the two web members, connecting the adjacent parts of the top plate of the chord member and the top plate of the web member through full penetration welding seams, and arranging a plurality of wiredrawing type notch grooves on the full penetration welding seams along the length direction of the full penetration welding seams;
filling the chord with the concrete;
the manufacturing method of the truss girder node structure is the same as the truss girder node structure in the prior art, and is not described herein.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions of the prior art, the drawings that are needed in the embodiments will be briefly described below, it being obvious that the drawings in the following description are only some embodiments of the present invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic perspective view of a girder node structure of the present invention.
Fig. 2 is a schematic view of a side plate of the chord of the present invention, a side plate of the web member, a first arcuate transition side plate, and a second arcuate transition side plate.
Fig. 3 is a cross-sectional view of a girder node construction of the present invention.
Fig. 4 is a cross-sectional view of another direction of the girder-node construction of the present invention.
FIG. 5 is a schematic view of an assembly of a side plate of the chord, a side plate of the web member, a first and second arcuate transition side plate, and an oval perforated steel plate in accordance with the present invention;
FIG. 6 is a schematic view of the assembly of the top plate of the chord of the present invention with an oval perforated steel plate.
Fig. 7 is a schematic view of the assembly of the top plate of the web member of the present invention with an oval perforated steel plate.
FIG. 8 is a schematic view of an assembly of a side plate of the chord, a side plate of the web member, a first arcuate transition side plate and a second arcuate transition side plate with a pin perforated steel plate in accordance with the present invention;
FIG. 9 is a schematic view of the assembly of the top plate of the chord of the present invention with a pin perforated steel plate.
Fig. 10 is a schematic view of the assembly of the top plate of the web member with the pin-type perforated steel plate of the present invention.
FIG. 11 is a drawing of a wire-drawn weld construction of the present invention.
Fig. 12 is a graph of fatigue crack propagation length versus fatigue loading times for truss nodes and hollow pipe nodes according to the present invention.
Reference numerals: 1. a chord; 2. a web member; 3. a first arc transition side plate; 4. a second arc transition side plate; 5. a first perforated steel plate; 6. a second perforated steel plate; 7. a third perforated steel plate; 8. concrete; 9. full penetration weld; 10. and (5) scoring the groove.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
Referring to fig. 1-3, the present invention provides a truss girder node structure according to a first aspect, which comprises a chord member 1 and at least one web member 2, wherein the chord member 1 and the web member 2 are made of steel materials, side plates of the chord member 1 and side plates of the web member 2 are integrally formed, a first arc transition side plate 3 integrally formed with the side plates is arranged at the adjacent positions of the side plates, a top plate of the chord member 1 and a top plate of the web member 2 are fixedly connected, a first perforated steel plate 5 extending along the length direction of the chord member 1 is fixedly connected to the inner sides of the top plate, the side plates and the bottom plate of the chord member 1, a second perforated steel plate 6 extending along the length direction of the web member 2 is fixedly connected to the inner sides of the top plate and the side plates of the web member 2, and concrete 8 is filled in the chord member 1 and the web member 2.
Due to the fact that the first arc transition side plate 3 is arranged, rigidity between the side plate of the chord member 1 and the side plate of the web member 2 can be improved, deformation of joints is reduced, and due to the fact that the side plate of the chord member 1, the side plate of the web member 2 and the first arc transition side plate 3 are integrally formed, staggered welding seams at the joint of the side plate of the chord member 1 and the side plate of the web member 2 are avoided, the number of welding seams is reduced, and therefore the integrity of truss joints is improved. The first perforated steel plate 5 and the third perforated steel plate 7 are arranged in the chord member 1, the second perforated steel plate 6 is arranged in the web member 2, so that the interfacial adhesion between the inner walls of the steel pipes of the chord member 1 and the web member 2 and the internally filled concrete 8 can be effectively enhanced, and the bundled concrete 8 in the first perforated steel plate 5, the second perforated steel plate 6 and the third perforated steel plate 7 is penetrated, so that an interlocking effect is generated between the steel pipes of the chord member 1 and the web member 2 and the internally filled concrete 8, and the cooperative working performance of the steel pipes and the internally filled concrete 8 is further improved.
A third perforated steel plate 7 is vertically and fixedly connected with the first perforated steel plate 5 positioned on the top plate of the chord member 1, the third perforated steel plate 7 is positioned in the extending direction of the web member 2,
The concrete 8 is filled in the truss girder node chord member 1, so that the node rigidity can be further increased, the additional internal force caused by overlarge node deformation is reduced, the truss girder node chord member has good tensile and compressive properties, the strength of the chord member 1 at the node area is improved by sharing the stress of the chord member 1 steel pipe by the concrete 8, and the fatigue stress amplitude of the chord member 1 steel pipe is reduced.
The truss girder node web member 2 is filled with the concrete 8, so that the strength of the web member 2 at the node area is effectively improved, the web member 2 can be restrained from deforming near the end part of the chord member 1, the node rigidity of the web member 2 under the action of pulling and pressing is improved, the deformation of the web member 2 rod end is reduced, the stress transfer at the joint of the web member 2 and the chord member 1 rod end is more uniform, the fatigue stress amplitude of the web member 2 steel tube is reduced, and the integral rigidity and the deformation control capability of the truss girder bridge node are further enhanced.
In addition, the truss girder node chord members 1 and the web members 2 are filled with concrete 8, so that the overall stress and peak stress of the node are reduced, the stress distribution states of the chord members 1 and the web members 2 in the node area are improved, the fatigue crack development in the area is delayed, and the fatigue life is prolonged.
In the invention, the chord member 1 is preferably a box section, and the web member 2 can be a box section or an I-shaped section.
Preferably, a third perforated steel plate 7 is fixedly connected to the first perforated steel plate 5 on the top plate of the chord member 1 in a vertically crossed manner, and the abutting position of the top plate of the chord member 1 and the top plate of the web member 2 is fixedly connected with the third perforated steel plate 7. In the actual manufacturing process, the third perforated steel plates 7 are perpendicular to the extending direction of the chord member 1, two third perforated steel plates 7 are arranged at the adjacent positions of the top plate of the chord member 1 and the top plate of each web member 2, and the two third perforated steel plates 7 are symmetrically arranged on two sides of the first perforated steel plate 5 respectively.
The force flow in the web member 2 is conducted in two parts, one through the top plate of the web member 2 and one through the inturned concrete in the web member 2. Because the top plate of the web member 2 and the top plate of the chord member 1 have a crossing angle (close to vertical), the force flow force transmission shared by the top plate of the web member 2 is not smooth, and the top plate of the web member 2 needs to be in a plate-to-plate mode with the third perforated steel plate 7 to reliably perform force flow transmission, so that the stress is improved.
When the third perforated steel plate 7 is not provided, the force flow of the top plate of the web member 2 needs to be transmitted to the top plate of the chord member 1, then to the first perforated steel plate 5, and finally to the concrete 8. By arranging the third perforated steel plate 7, the force flow of the top plate of the web member 2 can be directly transmitted to the third perforated steel plate 7 and then transmitted to the internal filling concrete 8, so that the original single force flow of the top plate of the web member 2 is replaced by a force transmission path which is only carried out by means of the interfacial friction force between the top plate of the chord member 1 and the internal filling concrete 8, and the force transmission path is obviously shortened and the force transmission reliability is improved.
Preferably, the number of the web members 2 is two, and a second arc transition side plate 4 integrally formed with the two web member 2 is arranged between the two side plates. The first arc transition side plate 3 is arranged between the side plate of the chord member 1 and the side plate of the web member 2, and the second arc transition side plate 4 is arranged between the side plates of the two adjacent web members 2, so that the side plates of the web members 2 obtain stronger boundary supporting rigidity, the buckling resistance of the end steel pipes of the web members 2 close to the chord member 1 is effectively improved, meanwhile, the force flow transmitted to the chord member 1 by the web members 2 is more uniform, and the node deformation is effectively controlled.
Preferably, the diameter of the first circular arc transition side plate 3 and the diameter of the second circular arc transition side plate 4 are both greater than half the height of the side plate of the chord 1. When the radius of the arc-shaped transition side plate arranged between the side plate of the chord member 1 and the side plate of the web member 2 and between the side plates of the adjacent two web members 2 is greater than half of the height of the side plate of the chord member 1, the support rigidity obtained by the side plate of the web member 2 is obviously improved, and the buckling resistance of the side plate of the web member 2 is obviously enhanced. Buckling failure will occur to the first arc transition side plate 3 in the node failure process, and since most of the energy is already consumed by the buckling failure of the first arc transition side plate 3, the web member 2 is not buckled and damaged, and the buckling-resistant bearing capacity of the whole node is improved.
Preferably, the opening pitch of the first, second and third opening steel plates 5, 6 and 7 is 2 times the opening diameter. When the hole spacing is 2 times of the hole diameter, the interlocking effect of the cluster concrete 8 passing through the holes on the steel plate reaches a peak value, and when the hole spacing is larger than the peak value, the interlocking effect is reduced. The height of the first perforated steel plate 5 and the height of the third perforated steel plate 7 are 1/4 of the height of the chord member 1, and the height of the second perforated steel plate 6 is 1/4 of the height of the web member 2. At this time, the rigidity of the first perforated steel plate 5, the second perforated steel plate 6 and the third perforated steel plate 7 is obviously improved, and the local deformation of the wall of the reinforced hollow steel pipe in the pouring process of the concrete 8 can be effectively avoided.
Referring to fig. 5-7, the first perforated steel plate 5, the second perforated steel plate 6 and the third perforated steel plate 7 are all oval perforated steel plates, the long half axes of the holes are parallel along the extending direction of the chord member 1 or the web member 2, the hole spacing of the first perforated steel plate 5, the second perforated steel plate 6 and the third perforated steel plate 7 is 2 times of the long axes of the holes, the short half axes of the holes of the oval perforated steel plates are 1/4 of the height of the oval perforated steel plates, and the thickness of the oval perforated steel plates is greater than or equal to 1/12 of the height of the oval perforated steel plates. When the thickness of the oval perforated steel plate is larger than 1/12 of the height of the oval perforated steel plate, the rigidity of the oval perforated steel plate is obviously improved, and the buckling resistance of the oval perforated steel plate is higher than that of the pipe wall of the stiffened chord member 1 or web member 2.
Referring to fig. 8 to 10, the first perforated steel plate 5, the second perforated steel plate 6, and the third perforated steel plate 7 are pin-type perforated steel plates, the radius of the holes of the pin-type perforated steel plates is 1/3 of the height of the pin-type perforated steel plates, and the thickness of the pin-type perforated steel plates is greater than or equal to 1/12 of the height of the pin-type perforated steel plates. When the plate thickness of the pin-shaped perforated steel plate is larger than 1/12 of the height of the pin-shaped perforated steel plate, the rigidity of the pin-shaped perforated steel plate is obviously improved, and the buckling resistance of the pin-shaped perforated steel plate is higher than that of the pipe wall of the stiffened chord member 1 or web member 2.
Compared with a round perforated steel plate, the area of the clustered concrete 8 of the oval perforated steel plate and the pin-shaped perforated steel plate is increased, so that the interlocking effect generated between the chord member 1 and the web member 2 and the internally filled concrete 8 is further enhanced, and the cooperative stress performance of the steel pipe and the concrete 8 is improved. In addition, the long half shafts of the oval perforated steel plate and the pin perforated steel plate are parallel along the extending direction of the chord member or the web member, and compared with a round perforated steel plate, most of the peripheral edges of the oval perforated steel plate and the pin perforated steel plate are parallel to the extending direction of the chord member and the web member, and are consistent with the force flow guiding direction, so that the force flow guiding efficiency is effectively improved.
Referring to fig. 4 and 11, the top plate of the chord member 1 and the top plate of the web member 2 are connected by a full penetration weld 9, and the full penetration weld 9 is provided with a plurality of wire drawing type score grooves 10 in the length direction of the weld after surface grinding, and the score grooves 10 are arranged in parallel at equal intervals. The distributed plurality of notched grooves 10 can effectively reduce residual stress generated by welding heat treatment at the welding seam, and greatly improve allowable stress intensity of the welding seam.
The welding line at the joint of the top plate of the chord member 1 and the top plate of the web member 2 is a detail structure with lower fatigue strength in the truss girder node area, fatigue cracks are easy to generate on the welding line under the action of cyclic load fatigue stress amplitude, and defects such as air holes, inclusions, microcracks and the like caused by the influences of heat treatment and the like can be reduced after the welding line is polished; the wire-drawn weld configuration may relieve residual stresses during part of the welding heat treatment process, and fatigue tolerance stress strength of the weld is thus improved.
Specifically, the length of the concrete 8 in the chord 1 is 6 times the height or width of the chord 1, and the length of the concrete 8 in the web member 2 is 3 times the height or width of the web member 2.
The chord member 1 area in the height or width range of the chord member 1 with the intersection point of the chord member 1 and the web member 2 as the center is a core area for node force transmission, the area can finish full-section smooth transmission of node force flow to the chord member 1 force flow, and the area can efficiently assist the stress of the chord member 1 steel pipe after being filled with the concrete 8, so that the stress amplitude of the steel pipe is reduced.
The region of the web member 2 in the height or width range of the web member 2 is a core region for node force transmission, the region can finish smooth transmission of full sections of force flow of node force flow to the web member 2, and the region is filled with concrete 8 to efficiently assist the web member 2 in bearing force of a steel pipe and reduce stress amplitude of the steel pipe.
In the invention, the concrete 8 is alkali-activated steel fiber concrete, and the alkali-activated steel fiber concrete comprises the following components in percentage by mass: 26-30% of sand, 41-45% of broken stone, 5-7% of water, 0.9-1.1% of sodium hydroxide, 0.9-1.1% of sodium carbonate, 1.8-2.2% of water glass solution, 7-9% of fly ash, 7-9% of slag powder and 4-5% of steel fiber.
The alkali-activated steel fiber concrete is green concrete 8 prepared by using sodium hydroxide and sodium carbonate water glass solution as alkali-activated agents and carrying out hydration reaction on the alkali-activated steel fiber concrete, sand, broken stone, water and steel fibers according to a certain proportion. Because the alkaline excitant replaces silicate cement which needs high-temperature calcination and has high carbon emission in the production process, the preparation of the alkali-excited steel fiber concrete can be completed only by normal-temperature hydration reaction, and the alkali-excited steel fiber concrete has the advantages of low carbon emission and low energy consumption, and has very outstanding green energy-saving advantages; compared with the common concrete 8, the adopted alkali-activated steel fiber concrete has similar compressive strength, but further enhances the sulfate and acid corrosion resistance and improves the durability.
In order to verify that the truss girder node structure of the invention is effective, a reduced scale model fatigue loading test of the type of node under the tension of the web member 2 is performed in a laboratory. Since the fatigue crack generation at the node is mainly caused by the acting force of the tension web member 2 in the actual operation of the girder bridge, the node stress model manufactured in the test mainly exerts the acting force at the tension web member 2. In the test, 5 test pieces, 1 empty pipe node test piece and 4 node test pieces of the type are manufactured together, the fatigue stress amplitude applied by the empty pipe node test pieces is 40Mpa, and the fatigue stress amplitude applied by the 4 node test pieces of the type is 50Mpa, 45Mpa, 40Mpa and 30Mpa respectively.
TABLE 1 fatigue crack growth length and corresponding fatigue loading times
From Table 1, it is known that under the action of a fatigue stress amplitude of 40MPa, the load cycle number of the empty pipe node during fatigue failure is 912748, the load cycle number of the node during fatigue failure is 1347788, and the fatigue life of the node is obviously longer than that of an empty steel pipe node.
As shown in fig. 12, when the fatigue crack expansion length is quite long, the fatigue loading cycle number of the type node is almost twice that of the empty pipe node.
In addition, the invention provides a second aspect of the manufacturing method based on the truss girder node structure, which comprises the following steps:
integrally forming and processing a side plate of the chord member 1, a side plate of the web member 2, a first arc transition side plate 3 and a second arc transition side plate 4;
the inner sides of the top plate, the side plates and the bottom plate of the chord member 1 are fixedly provided with a first perforated steel plate 5, the top plate of the chord member 1 is provided with a third perforated steel plate 7, and the top plate and the side plates of the web member 2 are provided with a second perforated steel plate 6;
the top plate and the bottom plate of the chord member 1 are welded between the side plates of the two chord members 1, the top plate of the web member 2 is welded between the side plates of the two web members 2, the top plate of the chord member 1 and the top plate of the web member 2 are connected through a full penetration welding line 9, and a plurality of wire drawing type score grooves 10 are distributed on the full penetration welding line 9 along the length direction;
Filling the chord member 1 with concrete 8;
the web member 2 is filled with concrete 8.
And (3) filling alkali-activated steel fiber concrete into the truss girder node chord member 1 and the inner wall of the web member 2, wherein the filling process ensures the compactness and fluidity of the concrete 8 until the concrete 8 with the same concentration as the grout Kong Maochu is discharged, and ensures the filling compactness. The alkali-activated steel fiber concrete poured in the chord member 1 enhances the overall rigidity of the joint and the axial rigidity of the chord member 1 and the web member 2, and the alkali-activated steel fiber concrete with good tensile and compressive properties further reduces the fatigue stress amplitude of the steel pipe by sharing the stress of the chord member 1.
The manufacturing method of the truss girder node structure is the same as the truss girder node structure in the prior art, and is not described herein.
In the description of the present invention, it should be understood that the terms "longitudinal," "transverse," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like indicate or are based on the orientation or positional relationship shown in the drawings, merely to facilitate description of the present invention, 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 thus should not be construed as limiting the present invention.
The above embodiments are only illustrative of the preferred embodiments of the present invention and are not intended to limit the scope of the present invention, and various modifications and improvements made by those skilled in the art to the technical solutions of the present invention should fall within the protection scope defined by the claims of the present invention without departing from the design spirit of the present invention.
Claims (10)
1. The utility model provides a truss girder node structure, includes chord member (1) and at least one web member (2), its characterized in that, the curb plate of chord member (1) with the curb plate integrated into one piece of web member (2), and both adjacency department be provided with rather than integrated into one piece's first circular arc transition curb plate (3), the roof of chord member (1) with the roof fixed connection of web member (2), the inboard of chord member (1) roof, curb plate and bottom plate is all fixedly connected with and follows first trompil steel sheet (5) that chord member (1) length direction extends, the roof and the inboard fixedly connected with of curb plate of web member (2) are followed second trompil steel sheet (6) that web member (2) length direction extends, chord member (1) and web member (2) intussuseption are filled with concrete (8).
2. Truss node structure according to claim 1, characterized in that a third perforated steel plate (7) is fixedly connected in the top plate of the chord member (1), the third perforated steel plate (7) is arranged perpendicular to the first perforated steel plate (5) on the top plate of the chord member (1), and the upper end of the third perforated steel plate (7) is located on the top plate extension line of the web plate.
3. Truss node structure according to claim 2, characterized in that the number of web members (2) is plural, and the adjacent two web member (2) side plates are provided with second arc transition side plates (4) integrally formed therewith at the adjacent positions.
4. A girder-node construction according to claim 3, characterized in that the diameter of the first circular-arc transition side plate (3) and the diameter of the second circular-arc transition side plate (4) are both larger than half the side plate height of the chord (1).
5. A girder-node construction according to claim 3, characterized in that the opening pitch of the first, second and third opening steel plates (5, 6, 7) is 2 times the opening diameter, the height of the first opening steel plate (5) and the height of the third opening steel plate (7) is 1/4 of the height of the chord member (1), and the height of the second opening steel plate (6) is 1/4 of the width of the web member (2).
6. The truss girder node structure and the manufacturing method according to claim 5, wherein the first perforated steel plate (5), the second perforated steel plate (6) and the third perforated steel plate (7) are all oval perforated steel plates, long half axes of the holes are parallel along the extending direction of the chord member (1) or the web member (2), the hole spacing of the first perforated steel plate (5), the second perforated steel plate (6) and the third perforated steel plate (7) is 2 times of the hole major axis, the short half axes of the holes of the oval perforated steel plates are 1/4 of the height of the oval perforated steel plates, and the thickness of the oval perforated steel plates is greater than or equal to 1/12 of the height of the oval perforated steel plates.
7. The girder-node construction according to claim 5, wherein the first perforated steel plate (5), the second perforated steel plate (6) and the third perforated steel plate (7) are pin-type perforated steel plates, the radius of the holes of the pin-type perforated steel plates is 1/3 of the height of the pin-type perforated steel plates, and the thickness of the pin-type perforated steel plates is greater than or equal to 1/12 of the height of the pin-type perforated steel plates.
8. The truss girder node structure according to claim 1, wherein the top plate of the chord member (1) and the top plate of the web member (2) are connected by a full penetration weld (9), and a plurality of wiredrawing type score grooves (10) are distributed on the full penetration weld (9) along the length direction thereof;
preferably, a plurality of the scoring grooves (10) are arranged in parallel at equal intervals.
9. Truss node structure according to claim 1, characterized in that the length of the concrete (8) in the chord (1) is 6 times the height or width of the chord (1), the length of the concrete (8) in the web (2) being 3 times the height or width of the web (2);
Preferably, the concrete (8) is alkali-activated steel fiber concrete, and the alkali-activated steel fiber concrete comprises the following components in percentage by mass: 26-30% of sand, 41-45% of broken stone, 5-7% of water, 0.9-1.1% of sodium hydroxide, 0.9-1.1% of sodium carbonate, 1.8-2.2% of water glass solution, 7-9% of fly ash, 7-9% of slag powder and 4-5% of steel fiber.
10. A method of manufacturing a truss node structure according to any of claims 3 to 7, comprising the steps of:
Integrally forming and processing a side plate of the chord member (1), a side plate of the web member (2), the first arc transition side plate (3) and the second arc transition side plate (4);
The first perforated steel plate (5) is fixedly arranged on the inner sides of the top plate, the side plates and the bottom plate of the chord member (1), the third perforated steel plate (7) is arranged on the top plate of the chord member (1), and the second perforated steel plate (6) is arranged on the top plate and the side plates of the web member (2);
Welding the top plate and the bottom plate of the chord member (1) between the side plates of the two chord members (1), welding the top plate of the web member (2) between the side plates of the two web members (2), connecting the adjacent parts of the top plate of the chord member (1) and the top plate of the web member (2) through a full penetration welding line (9), and arranging a plurality of wiredrawing type notch grooves (10) on the full penetration welding line (9) along the length direction;
-filling the chord (1) with the concrete (8);
-filling the web member (2) with the concrete (8).
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