CN211923032U - DK type space intersection node that box tubular steel welding constitutes - Google Patents

Abstract

The utility model discloses a DK type space that box tubular steel welding constitutes converges node, including main partition stiffening plate assembly, batter post component butt joint, girder steel bolt welded joint and inside vertical braces stiffening rib. The main separating stiffening plate assembly is a central support framework and separates the inclined column component butt joint and the steel beam stud welding joint from each other; the inclined column component butt joint is a box-shaped steel pipe joint formed by welding plates and is in butt joint welding with the main split stiffening plate assembly; the steel beam bolted welding joints are positioned on the two horizontal sides of the node, and the rigid bolts are welded on the main separating stiffening plate assembly; the internal vertical supporting stiffening ribs are positioned inside the main separating stiffening plate assembly and are used as local lateral supports of plates inside the node. The utility model discloses based on cross-section replacement technical scheme and nonlinear unstability destroy limit analysis, its gusset plate component module is clear and definite, pass power clarity, has guaranteed better anti-seismic performance and higher anti side bearing capacity simultaneously, and the range of application is wider.

Description

DK type space intersection node that box tubular steel welding constitutes

Technical Field

The utility model belongs to the technical field of structural engineering, especially, relate to a DK type space of box shaped steel pipe welding constitution is converged and is handed over node.

Background

The batter post system is a spatial vertical reticular structure formed by multidirectional crossing and regular arrangement of batter post components on the outer surface of the building periphery, and is mainly applied to an outer batter post frame tube in a super high-rise building due to a novel outer surface shape and great integral lateral stiffness.

The huge lateral stiffness of the outer oblique column frame tube enables the outer oblique column frame tube to bear the huge horizontal load (earthquake, wind load and the like), the effective lateral stiffness of the inner core tube can be correspondingly and properly reduced through the connection of the weak connecting beams on the premise that the total horizontal acting force is not changed, and room arrangement based on the building functions has better scope of play.

However, in the batter post system, the vertical, horizontal loads of the structure are mainly carried by the axial forces of the batter post members. And once the axial force exceeds the instability limit value, the structure cannot continuously bear the load subsequently due to large-amplitude instability deformation, and the anti-seismic ductility of the structure is relatively insufficient. Meanwhile, due to the huge lateral rigidity of the outer oblique column frame barrel relative to the inner core barrel, the outer oblique column frame barrel is usually damaged before the inner core barrel to form a second defense line for seismic fortification, and therefore the requirement on the elastic-plastic bearing performance under axial compression of the outer oblique column frame barrel is higher.

In addition, the oblique column intersection node has the problems of more intersection components, complex structure of a node plate, complex stress deformation of the node, complex welding, assembling and manufacturing processes of the plate and the like, and a reasonable and effective intersection node design scheme is also an important factor for ensuring the bearing performance of the oblique column intersection node.

Based on above-mentioned reason, improve the oblique post and converge effective thinking of node antidetonation, wind-resistant bearing capacity as follows:

firstly, through an effective inclined column intersection node design scheme and a plate welding and assembling process, the inclined column intersection node is always in a reasonable stress state of a strong core and a weak member;

secondly, through analysis of the use state and the limit state, the inclined column junction node is mainly loaded in an elastic stage, and locally enters a plastic stage, so that the load-bearing redundancy is improved, and the brittle failure of buckling instability under axial compression of the inclined column junction node is prevented.

In summary, based on the technical scheme of section replacement and extreme state analysis, it is necessary to research a design method of DK type space intersection node form formed by welding box type steel pipes so as to be suitable for effectively connecting and bearing inclined column members at corner space positions of a super high-rise building structure.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a DK type space that box shaped steel pipe welding is constituteed converges node can realize the effective connection of rectangle plane superelevation layer batter post system bight spatial position batter post component. The node plate has clear composition modules and clear force transmission, effectively accords with the principles of strong cores and weak members, and improves the anti-seismic performance based on the design idea of high bearing capacity and low ductility while fully playing the huge side bearing performance of the batter post system.

In order to achieve the above objects and other related objects, the present invention adopts the following technical solutions:

a DK type space intersection node formed by welding box type steel pipes is characterized by comprising a main separation stiffening plate assembly, an inclined column component butt joint, a steel beam bolt welding joint and internal vertical supporting stiffening ribs;

the main separating stiffening plate assembly is a central support framework and separates the inclined column component butt joint and the steel beam stud welding joint from each other; the inclined column component butt joints are box-shaped steel pipe joints formed by welding plates and are in butt welding with the main split stiffening plate assemblies, the steel beam bolt welding joints are located on the two horizontal sides of the main split stiffening plate assemblies of the DK-type space convergence node and are used for being in rigid bolt welding with peripheral anti-bending horizontal steel beams, and the internal vertical supporting stiffening ribs are located inside the main split stiffening plate assemblies and serve as local lateral supports of the plates inside the nodes.

Furthermore, the upper flange horizontal conversion plate and the lower flange horizontal conversion plate are obliquely and butt-welded with the inclined column member in the inclined column member butt joint. Due to the consideration of comprehensive economic performance, concrete is poured into the oblique column intersection node for performance enhancement, concrete flow through holes are formed in the intersection range of the oblique column members in the butt joints of the upper flange horizontal conversion plate and the lower flange horizontal conversion plate and the oblique column members, and the concrete flow through holes are respectively positioned on two sides of the vertical main partition conversion plate and are mutually independent. The diaphragm plates of the abutting ends of the inclined column members are provided with pouring holes so as to facilitate the self-compacting flow of concrete.

Furthermore, the main partition stiffening plate assembly supports the stressed plate by taking the vertical main partition conversion plate as a center, and the upper flange horizontal conversion plate, the lower flange horizontal conversion plate and the peripheral vertical external stiffened wall plate are welded and assembled on two sides to form a central support framework. Based on the technical scheme of section replacement of the node convergence structure, the vertical main partition conversion plate is a main stressed plate, has a compression effect along the thickness z direction, and has the thickness not less than 2.0 times of the maximum wall thickness of each inclined column component; the upper flange horizontal conversion plate, the lower flange horizontal conversion plate and the peripheral vertical external stiffened wall plate are main components, and the thickness of the main components is not less than 1.5 times of the maximum wall thickness of each inclined column component; the upper flange horizontal conversion plate and the lower flange horizontal conversion plate are positioned on two sides of the vertical main partition conversion plate and are welded in an oblique way at an angle of 45 degrees; the center positions of the upper flange horizontal conversion plate and the lower flange horizontal conversion plate are respectively provided with a round hole with the diameter of 250mm so as to facilitate the self-compaction flow of the concrete inside the round holes.

The utility model discloses in, batter post component butt joint is formed by four board spare welding combinations, for the box cross-section, is located four space position of main partition stiffener assembly respectively. During welding, T-shaped cross welding is carried out between the vertical main partition conversion plate and the upper and lower flange horizontal conversion plates, the vertical cross welding angle is smaller than 30 degrees, internal backing welding needs to be carried out, and the central lines of the joints of the four inclined column components are converged at the center of the main partition stiffening plate assembly.

In the utility model, the vertical stiffening web of the steel beam joint is taken as a component part of the core area of the node and is connected with the web of the peripheral anti-bending horizontal steel beam by bolts, and bolt holes are arranged on the web; the end parts of the vertical stiffening web plate and the horizontal conversion plate of the steel beam joint form a steel beam H-shaped bracket joint as a steel beam bolt welding joint. The steel beam bolted welding joints are positioned on two sides of the main separating stiffening plate assembly and are perpendicular to each other by 90 degrees, the joint flange plates are extension and narrowing sections of the upper flange horizontal conversion plate and the lower flange horizontal conversion plate, when the joint flange plates are connected with the steel beams, the extension and narrowing sections are welded with the steel beam flanges, and the vertical stiffening web plates of the joints are connected with the steel beams in a bolted mode. The steel beam of the lateral 45-degree horizontal support is positioned on the inner side of the oblique crossing joint and is connected with the vertical main partition conversion plate through the hinged bolt.

In the utility model, the internal vertical supporting stiffening ribs are positioned inside the main separating stiffening plate assembly, and the thickness is not less than the larger of the maximum wall thickness of each inclined column component by 1.0 time and 25 mm; the internal vertical supporting stiffening ribs are used as lateral local supports of the upper flange horizontal conversion plate and the lower flange horizontal conversion plate after the pouring holes are formed and the strength is weakened, so that local buckling instability of the node plate is avoided.

The utility model also provides an application of the DK type space collection node that foretell box steel pipe welding constitutes in the space bight structure of rectangle plane superelevation layer batter post system is assembled, super high-rise is the civil building that building height is greater than 100 meters.

Through the technical scheme, the utility model discloses following beneficial effect has:

the DK type space intersection node formed by welding box type steel pipes provided by the utility model has reasonable node structure, can realize effective connection of batter post members at the corner space positions of a rectangular plane super high-rise building structure of a batter post system, and fully exerts the great side resistance performance advantage of the batter post system; the intersecting node separates and intersects the batter post component and the steel beam through the vertical main separation conversion plate, and the reasonable stress state of the strong core weak component can be ensured based on the node technical scheme of section substitution; the pouring hole is formed, and a local stable reinforcing mode of the internal vertical supporting stiffening rib is adopted, so that the mechanical bearing performance of the node can be further ensured, the node is basically in a high bearing capacity stress state in an elastic stage and locally enters a plastic stage, and brittle failure is avoided. The assembly module of the intersection node is definite, the force transmission is clear, the bearing capacity of the node is high, and the oblique column system has a wide application prospect.

Drawings

The above advantages of the present invention will become more apparent and more readily appreciated from the detailed description taken in conjunction with the following drawings, which are given by way of illustration only and do not limit the present invention, and in which:

fig. 1a, 1b, 1c, 1d are respectively a schematic structural diagram, a schematic vertical main partition transition plate, a schematic vertical main partition stiffening plate assembly (without vertical main partition transition plate), and a schematic internal vertical supporting stiffening rib of an embodiment of a DK type space intersection node formed by welding box-type steel pipes according to the present invention;

fig. 2 is an orthogonal side view of an embodiment of a DK type spatial intersection node of the present invention;

3 fig. 33 3 is 3 a 3 45 3 ° 3 oblique 3 side 3 view 3 of 3 an 3 embodiment 3 of 3 a 3 DK 3 type 3 spatial 3 intersection 3 node 3 of 3 the 3 present 3 invention 3, 3 i.e. 3, 3 a 3 schematic 3 view 3 taken 3 along 3 the 3 direction 3 a 3- 3 a 3 of 3 fig. 3 5 3 in 3 fig. 31 3 a 3; 3

FIG. 4 is a top view, in cross-section, of the main split stiffener assembly B-B of FIG. 2;

FIG. 5 is a top cross-sectional view of the main split stiffener assembly C-C of FIG. 2;

FIG. 6 is a cross-sectional view of the diagonal member joint bulkhead position D-D of FIG. 2;

FIG. 7 is a cut-away view E-E of the upper batter post member of FIG. 2 showing the location of the side pour holes;

FIGS. 8a and 8b are sectional views taken along line F-F of the upper diagonal post member of FIG. 7 with the inner or outer ring reinforcing plates in place of the side pour holes;

FIGS. 9a and 9b are a plate welding assembly view at a G-G cut-away position of the upper batter post member of FIG. 2 and a welding overview view when a T-shaped cross welding angle is less than 30 degrees, respectively;

fig. 10 is a flowchart of the welding and assembling process of each plate of the DK type space intersection node of the present invention;

fig. 11 is a linear perturbation axial pressure instability deformation graph (sine wave) of a DK type spatial intersection node;

fig. 12 is a graph of dual nonlinear axial pressure stable load convergence curves (extremum points) for DK type spatial intersection nodes;

in the drawings, the reference numerals denote the following components:

1. a vertical main partition conversion plate; 2. a first upper flange horizontal conversion plate; 3. a second upper flange horizontal conversion plate; 4. a first lower flange horizontal conversion plate; 5. a second lower flange horizontal conversion plate; 6. a reinforced wall plate is vertically added on the periphery; 7. an internal vertical support stiffener; 8. a first batter post component; 9. a second batter post member; 10. a batter post member three; 11. a batter post member four; 12, a cross partition plate at the end of the inclined column component; 13. a steel beam joint vertical stiffening web; 14. connecting the steel beam joint web plates through bolts; 15, first horizontal steel beam with bending resistance at the periphery; 16. a second horizontal steel beam with bending resistance at the periphery; 17. horizontally hinging a third steel beam at an included angle of 45 degrees; 18. a central positioning point of the junction node; 19. the upper oblique column component is provided with an intersecting positioning point; 20. intersecting positioning points of the lower oblique column members; 21. the concrete circulation holes of the upper flange plate; 22. a lower flange plate concrete circulation hole; 23. an inner ring or outer ring stiffener; 24. sealing back the cover plate; 25. pouring holes on the side edges of the inclined column components; 26. pouring holes in the diaphragm plate of the inclined column component; the outer intersection line of the first batter post component and the second batter post component; 28. the outer side intersection line of the oblique column component III and the oblique column component IV; 29. the inclined column component forms a plate I; 30. the inclined column members form a second plate; 31. the inclined column members form a plate III; 32. the inclined column members form a plate IV; 33. backing welding; 34. and (4) full penetration groove welding.

Detailed Description

The technical solution of the DK type space intersection node form design method according to the present invention, which is formed by welding box-type steel pipes, is described in detail below with reference to specific embodiments and drawings.

The embodiments described herein are specific embodiments of the present invention, and are intended to be illustrative of the concepts of the present invention, which are intended to be illustrative and exemplary, and should not be construed as limiting the scope of the embodiments of the present invention. In addition to the embodiments described herein, those skilled in the art will be able to employ other technical solutions which are obvious based on the disclosure of the claims and the specification of the present application, and these technical solutions include technical solutions which make any obvious replacement or modification for the embodiments described herein.

The drawings in the present specification are schematic views to assist in explaining the concept of the present invention, and schematically show the shapes of the respective portions and the mutual relationships thereof. It should be noted that for the sake of clarity in showing the structures of the various components of the embodiments of the present invention, the drawings are not drawn to the same scale. Like reference numerals are used to denote like parts.

A schematic structural diagram of a DK type spatial intersection node formed by welding box type steel pipes, as shown in fig. 1a, 1b, 1c, 1d to fig. 2, which specifically comprises a main split stiffening plate assembly, an oblique column member butt joint, a steel beam stud welding joint, and internal vertical support stiffening ribs 7; the main separation stiffening plate assembly takes the vertical main separation conversion plate 1 as a center to support a stressed plate, and the upper flange horizontal conversion plate 2, the lower flange horizontal conversion plate 3, the lower flange horizontal conversion plate 4, the lower flange horizontal conversion plate 5 and the peripheral vertical outer stiffening wall plate 6 are welded and assembled on two sides to form a central support framework; the inclined column component butt joint is provided with an inclined column component I8, an inclined column component II 9, an inclined column component III 10 and an inclined column component IV 11 which are positioned in four directions and are in butt joint welding with the vertical main separation conversion plate 1 and the upper and lower flange horizontal conversion plates 2, 3, 4 and 5 at a space DK type included angle.

As shown in fig. 4, the vertical main separation converting plate 1 separates the intersection into two independent parts, and under the action of axial pressure borne by the batter post members 8, 9, 10, and 11, the vertical main separation converting plate 1 is used as a main stressed plate to bear the action of pressure along the thickness z direction, i.e. the z-direction performance requirement of the steel plate needs to be met; in order to realize the effective bearing mode of the strong core and the weak member, the thickness of the node is not less than 2.0 times of the maximum wall thickness of each inclined column member based on the node technical scheme of cross section replacement of the intersecting member.

As shown in fig. 3, the vertical main separation conversion plate 1 is in a planar trapezoid shape, and serves as a main stress separation plate, and the distance between each boundary of the trapezoid and the intersection line or intersection point of the node plates on the two sides is not less than 2.0 times of the maximum wall thickness of each inclined column member; wherein the trapezoidal bevel edge is parallel to the intersection line of the first oblique column component 8 to the second oblique column component 9 and the intersection line of the third oblique column component 10 to the fourth oblique column component 11; the distance between the two ends of the trapezoid and the intersection positioning point 19 of the upper oblique column component and the distance between the two ends of the trapezoid and the intersection positioning point 20 of the lower oblique column component are both 2.0 times of the maximum wall thickness of each oblique column component.

The upper flange horizontal conversion plate 2, the lower flange horizontal conversion plate 3, the upper flange horizontal conversion plate 4 and the lower flange horizontal conversion plate 5 are respectively positioned at two sides of the vertical separation conversion plate 1, bear the shaft pressure convergence effect of the inclined column members 8, 9, 10 and 11, and are converted to a node core area for bearing; based on the area equivalent design scheme of the crossed inclined column members, the thickness of the inclined column members is 1.5 times of the maximum wall thickness of the inclined column members.

On two sides without connection along the axial steel beam, the distance between the boundaries of the upper flange horizontal conversion plate 2, the lower flange horizontal conversion plate 3, the boundaries of the lower flange horizontal conversion plate 4 and the boundaries of the lower flange horizontal conversion plate 5 and the peripheral vertical external stiffened wall plates 6 is 2.0 times of the maximum wall thickness of each inclined column component; the two sides of the steel beam are connected along the axial direction, and the width of the upper flange horizontal conversion plate 2, the width of the lower flange horizontal conversion plate 3, the width of the lower flange horizontal conversion plate 4, the width of the lower flange horizontal conversion plate 5 are 2: 1, the width of the ends of which is the width of the corresponding flanges of the rigidly connected, peripheral, bending-resistant horizontal steel beams 15, 16.

As shown in fig. 4 to 5, concrete flow holes 21 and 22 with a diameter of 250mm are formed in the intersection ranges of the upper flange horizontal conversion plate 2, the lower flange horizontal conversion plate 3, the lower flange horizontal conversion plate 4 and the lower flange horizontal conversion plate 5 and the inclined column members 8, 9, 10 and 11, are respectively positioned on two sides of the vertical main partition conversion plate 1, and are independent of each other; the mode that combines self-compaction concrete and vibrate for the inside pouring concrete of node fills to each corner of main partition stiffening plate assembly through concrete flow hole 21, 22, realizes the further enhancement of node bearing performance.

As shown in fig. 2 and 5, the peripheral vertical external stiffening wall plate 6 is positioned between the upper flange horizontal conversion plate 2, the lower flange horizontal conversion plate 3, the upper flange horizontal conversion plate 4 and the lower flange horizontal conversion plate 5, is welded with the vertical main separation conversion plate 1 in an oblique way of 45 degrees, and is formed into a box-shaped section form on the plane; based on the cross section substitution design technical scheme of the crossed inclined column members, the thickness of the inclined column members is not less than 1.5 times of the maximum wall thickness of the inclined column members; the main function is to serve as the axial compression intersection transition conversion of the inclined column component.

As shown in fig. 5, the internal vertical supporting stiffener 7 is located inside the main split stiffening plate assembly and mainly functions as a lateral support for the upper and lower flange horizontal conversion plates 2, 3, 4, 5 after the concrete flow holes 21, 22 are opened, so as to avoid local instability damage of the flange horizontal conversion plates 2, 3, 4, 5; the thickness of the internal vertical supporting stiffening rib 7 is not less than the larger of the maximum wall thickness of each inclined column component by 1.0 time and 25 mm; 3 internal vertical supporting stiffening plates 7 are arranged at the periphery of each concrete flow through hole 21 and 22 and are respectively orthogonal to the vertical main partition conversion plate 1 and the peripheral vertical external stiffened wall plate 6.

The steel beam joint vertical stiffening web 13 is used as a component of a node core area, is positioned between the upper flange horizontal conversion plate and the lower flange horizontal conversion plate and outside the peripheral vertical external stiffened wall plate 6, is welded with the upper flange horizontal conversion plate and the lower flange horizontal conversion plate and the peripheral vertical external stiffened wall plate 6, is mainly used for being in bolted connection with webs of peripheral anti-bending horizontal steel beams 15 and 16, and is provided with bolt holes 14 according to an equal-strength connection principle; the width retraction ends of the steel beam joint vertical stiffening plate 13 and the flange horizontal conversion plate form a steel beam H-shaped bracket joint as a steel beam bolt welding joint which is in rigid bolt welding connection with the peripheral bending-resistant horizontal steel beams 15 and 16.

As shown in fig. 2 to 3, the diagonal member butt joints are formed by welding and combining four plate members 29, 30, 31 and 32, and comprise upper diagonal member joints 8 and 9 and lower diagonal member joints 10 and 11, and the cross section is a box-shaped section; the inclined column component butt joint has an included angle of 76 degrees with the peripheral horizontal bending-resistant steel beams 15 and 16 on the axis plane, and is symmetrically arranged at two sides of the vertical main partition conversion plate 1, namely, the inclined column component butt joint is respectively positioned at four directions of the main partition stiffening plate assembly.

The inclined column component butt joints 8, 9, 10 and 11 are welded with the vertical main partition conversion plate 1 and the upper and lower flange horizontal conversion plates 2, 3, 4 and 5 through full penetration grooves; wherein the cross welding angle with the vertical main separating stiffening plate 1 is less than 30 degrees, internal backing welding is needed, and the central lines of the four diagonal column component butt joints 8, 9, 10 and 11 are converged at a node central positioning point 18.

As shown in fig. 2 and 6, end diaphragm plates 12 are arranged at the ends of the diagonal column member butt joints 8, 9, 10 and 11, and diaphragm plate pouring holes 26 with the diameter of 300mm are formed in the centers of the end diaphragm plates 12, so that concrete inside the diagonal column member butt joints 8, 9, 10 and 11 can be poured conveniently and can flow through the concrete inside the diagonal column members; the inclined column component butt joints 8, 9, 10 and 11 are in butt welding with the inclined column component in the end position through a full penetration groove, and the grade of a welding line is one grade so as to meet the design requirement of a strong node.

As shown in fig. 2, 7 to 8a and 8b, when it is sometimes necessary to pour concrete inside the diagonal member without affecting the installation of the upper steel structural member due to the construction progress, a side pouring hole 25 may be formed in the inner side edge of the upper diagonal column member 8, 9, and the annular plate may be welded for reinforcement.

The side edge pouring holes 25 are formed in the inner side edges of the upper inclined column members 8 and 9, the distance between the center of each side edge pouring hole and the floor is 800mm, the plane shape of each side edge pouring hole 25 is a long round hole, the diameter of each side edge pouring hole is 250mm, and the straight section of each side edge pouring hole is 150 mm; because the inclined column component bears the action of axial force, an inner ring or outer ring reinforcing plate 23 is required to be arranged at a pouring hole at the inner side or the outer side of the inclined column component, and the thickness of the reinforcing plate is equal to the thickness of the wall of the corresponding inclined column component; after the pouring of the internal concrete is finished, the side pouring holes 25 are sealed by adopting the sealing cover plates 24 with the same inclined column component wall thickness and the same pouring hole shape in a groove welding mode.

As shown in fig. 4 and 5, the horizontal connecting member of the intersection node includes horizontal steel beams 15 and 16 with bending resistance at the periphery and horizontal hinged steel beams 17 with an included angle of 45 degrees; the peripheral bending-resistant horizontal steel beams 15 and 16 are used as outer frame peripheral floor steel beams of the inclined column system and are connected by rigid connection and bolt welding; the horizontal hinged steel beam 17 with an included angle of 45 degrees is used as a floor connecting steel beam of the inclined column outer frame and the inner core barrel and is hinged and bolted with the vertical main partition conversion plate 1 through a connecting plate.

Due to the axial compression effect of the inclined column component, the central area of the junction is in the outward deformation trend, the peripheral bending-resistant horizontal steel beams 15 and 16 and the hinged steel beam 17 with an included angle of 45 degrees bear the tensile force for balancing, and the synergistic effect of the shearing force and the tensile force needs to be met when the steel beam web plate high-strength bolt is connected and arranged.

As shown in fig. 9a and 9b to fig. 10, the present invention relates to a welding and assembling process for each specific plate of a node structure, which is as follows:

(1) the vertical main separation conversion plate 1 is a main stress member, the lower flange horizontal conversion plates 4 and 5 are welded on the vertical main separation conversion plate 1, and the circumferential vertical external reinforcing wall plates 6 are mutually assembled and welded on the vertical main separation conversion plate 1 and the lower flange horizontal conversion plates 4 and 5;

(2) welding an internal vertical supporting stiffening plate 7 on the lower flange horizontal conversion plates 4 and 5, the vertical main separation conversion plate 1 and the peripheral vertical external stiffened wall plate 6, and welding and connecting the upper flange horizontal conversion plates 2 and 3 with the plates in the step (1) to form a central supporting framework;

(3) forming bolt holes in the vertical stiffening webs 13 of the steel beam joint, and welding the vertical stiffening webs on the central support framework in the step (2) to form a plate system in the core area of the node;

(4) the inclined column members 8, 9, 10 and 11 are box-shaped column members and are formed by welding a plate member III 31 and a plate member IV 32 which are positioned outside the node, a plate member I29 and a plate member II 30 which are positioned inside the node, wherein the edges of the plate member I29 and the plate member II 30, which are adjacent to the vertical main partition conversion plate 1, are inclined edges and are welded with the vertical main partition conversion plate 1;

the welding sequence of each component plate 29, 30, 31 and 32 in the batter post members 8, 9, 10 and 11 is assembly welding of the component plate I, II, III 29, 30 and 31, the end diaphragm 12 and the component plate IV 32, and because the cross welding angle is less than 30 degrees, an acute angle side backing weld 33 and an obtuse angle side full penetration weld 34 are required.

As shown in FIG. 11, the first-order linear perturbation axial voltage instability of the DK type spatial intersection node is transformed into a sine wave shape, the wave shape is applied as an initial geometric defect of the intersection node, and the defect amplitude is 1/150 of the side length of the oblique column member.

As shown in fig. 12, the double nonlinear axial pressure stable load convergence curve of the DK type spatial intersection node is an extreme point instability failure, and after instability, the node cannot continuously bear load, but the ultimate instability load coefficient not taking into account the reinforcement effect of the internal concrete is 2.10, so that the node has better linear elastic bearing performance and more sufficient seismic performance margin.

The utility model also provides an application of the DK type space of foretell box steel pipe welding constitution node form design method of converging in the space bight structure of the super high-rise batter post system in rectangle plane is assembled, super high-rise is the civil building that building height is greater than 100 meters.

Compared with the defects of the prior art, the DK type space intersection node formed by welding the box type steel pipes provided by the utility model mainly comprises various plates and stiffening ribs, the axial pressure borne by the batter post component is directly transmitted to the main and separate stiffening plate assembly, and the plate component modules are clear and the force transmission is clear; the node plate structure design method based on the technical scheme of section replacement ensures that the utility model effectively conforms to the reasonable stress mode of strong cores and weak members; based on the ultimate analysis of nonlinear instability destruction, guaranteed the utility model discloses when satisfying the better anti-seismic performance of batter post system in order to avoid the fragility to destroy, full play its huge anti side bearing capacity performance.

The present invention is not limited to the above embodiments, and any person can obtain other products in various forms without departing from the scope of the present invention, but any change in shape or structure is included in the technical solution that is the same as or similar to the present invention.

Claims (7)

1. A DK type space intersection node formed by welding box type steel pipes is characterized by comprising a main separation stiffening plate assembly, an inclined column component butt joint, a steel beam bolt welding joint and internal vertical supporting stiffening ribs;

the main separating stiffening plate assembly is a central support framework and separates the inclined column component butt joint and the steel beam stud welding joint from each other; the inclined column component butt joints are box-shaped steel pipe joints formed by welding plates and are in butt welding with the main split stiffening plate assemblies, the steel beam bolt welding joints are located on the two horizontal sides of the main split stiffening plate assemblies of the DK-type space convergence node and are used for being in rigid bolt welding with peripheral anti-bending horizontal steel beams, and the internal vertical supporting stiffening ribs are located inside the main split stiffening plate assemblies and serve as local lateral supports of the plates inside the nodes.

2. The DK-type spatial crossing joint formed by welding box steel pipes according to claim 1, wherein the main partition stiffening plate assembly supports a stressed plate by taking the vertical main partition conversion plate as a center, and the upper flange horizontal conversion plate, the lower flange horizontal conversion plate and the peripheral vertical external stiffened wall plates are welded and assembled at two sides to form a central supporting framework.

3. The DK-type spatial crossing joint formed by welding box steel pipes according to claim 2, wherein the upper flange horizontal conversion plate and the lower flange horizontal conversion plate are obliquely and butt-welded with the oblique column members in the oblique column member butt joint, and concrete flow holes are formed in the upper flange horizontal conversion plate and the lower flange horizontal conversion plate within the crossing range, are respectively positioned on two sides of the vertical main partition conversion plate, and are independent of each other.

4. The DK-type spatial crossing node formed by welding box type steel pipes according to claim 2, wherein the internal vertical supporting stiffening ribs are positioned inside the main separating stiffening plate assembly and are used as lateral supports of the upper flange horizontal conversion plate and the lower flange horizontal conversion plate after the upper flange horizontal conversion plate and the lower flange horizontal conversion plate are weakened by opening concrete flow through holes.

5. The DK-type spatial crossing node formed by welding box-type steel pipes according to claim 2, wherein the oblique column member butt joints are provided with four oblique column member joints which are positioned in four spatial directions and are box-shaped in cross section, symmetrically arranged on two sides of the vertical main partition conversion plate and butt-welded on the vertical main partition conversion plate, the upper flange horizontal conversion plate and the lower flange horizontal conversion plate in spatial DK-type included angles.

6. The DK-type spatial crossing node formed by welding box-type steel pipes according to claim 1, wherein a steel beam joint vertical stiffening web plate is used as a component of a node core area and is in bolted connection with a web plate of a peripheral anti-bending horizontal steel beam, and bolt holes are formed in the steel beam joint vertical stiffening web plate; the ends of the vertical stiffening web plate, the upper horizontal conversion plate and the lower horizontal conversion plate of the steel beam joint form a steel beam H-shaped bracket joint as a steel beam bolting and welding joint.

7. The DK-type spatial crossing joint formed by welding box-type steel pipes according to claim 2, wherein the thicknesses of the vertical main separation conversion plate, the upper flange horizontal conversion plate, the lower flange horizontal conversion plate and the peripheral vertical external reinforcing wall plate are respectively not less than 2.0, 1.5 and 1.5 times of the maximum wall thickness of the butt joint of each inclined column component; the thickness of the internal vertical supporting stiffening rib is not less than 1.0 time of the maximum wall thickness of the butt joint of each inclined column component and is not less than 25 mm.

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