CN211922982U - X-shaped vertical face intersection node formed by welding box-type steel pipes - Google Patents

Abstract

The utility model discloses a node is submitted to X type facade that box shaped steel pipe welding is constituteed, including main division plate assembly, batter post component joint, girder steel attach fitting and inside support floor. The main partition plate assembly is a central support framework and separates the inclined column member joint and the steel beam connecting joint from each other; the inclined column member joint is a box-shaped steel pipe joint formed by welding plates and is in butt welding with the main partition plate assembly; the steel beam connecting joints are positioned on the two horizontal sides of the node and are rigidly bolted and welded on the main partition plate assembly; the internal support rib plates are located inside the main partition plate assembly and serve as local lateral supports of the plate 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

X-shaped vertical face intersection node formed by welding box-type steel pipes

Technical Field

The utility model belongs to the technical field of structural engineering, especially, relate to a node is submitted to X type facade that box shaped steel pipe welding constitutes.

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 batter post outer frame cylinders in super high-rise buildings due to novel outer surface shapes and great overall lateral stiffness.

The huge lateral stiffness of the batter post outer frame cylinder enables the batter post outer frame cylinder to bear great horizontal action (earthquake, wind load and the like), and the lateral stiffness of the inner core cylinder can be correspondingly and properly reduced by connecting weak connecting beams under the condition that the total horizontal force is not changed, so that better play space is brought to the functional arrangement in the building.

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 inclined column frame barrel relative to the inner core barrel, the outer inclined 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 of the outer inclined column frame barrel under axial compression 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.

SUMMERY OF THE UTILITY MODEL

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 vertical surface 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 performance reserve of the inclined column junction node is improved, and the brittle failure of buckling instability under axial pressure of the inclined column junction node is prevented.

In summary, based on the technical scheme of cross-section replacement and extreme state analysis, it is necessary to study an X-shaped vertical plane intersection node form formed by welding box-type steel pipes and a design method thereof so as to be suitable for effectively connecting and bearing inclined column members at the vertical plane position of the edge part of a super high-rise building structure.

An object of the utility model is to provide a node is submitted to X type facade that box shaped steel pipe welding is constituteed can realize the effective connection of rectangle plane superelevation layer batter post system limit portion facade 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:

an X-shaped vertical surface intersection node formed by welding box-type steel pipes is characterized by comprising a main partition plate assembly, an inclined column member joint, a steel beam connecting joint and an internal support rib plate;

the main partition plate assembly is a central support framework and separates the inclined column member joint and the steel beam connecting joint from each other; the inclined column member joints are box-shaped steel pipe joints formed by welding plates and are in butt welding with the main partition plate assembly, the steel beam connecting joints are located on the two horizontal sides of the main partition plate assembly of the X-shaped vertical surface converging node and are used for being in rigid bolt welding with the peripheral bending-resistant horizontal steel beams, and the internal supporting rib plates are located inside the main partition plate assembly and serve as local lateral supports of the plates inside the node.

Furthermore, the upper flange conversion plate and the lower flange conversion plate are obliquely and butt-welded with the inclined column member in the inclined column member joint. In consideration of comprehensive economic performance, concrete is poured into the oblique column converging joint for performance enhancement, and concrete flow through holes are formed in the intersecting ranges of the oblique column members in the upper flange conversion plate, the lower flange conversion plate, the vertical main conversion plate and the oblique column member joint, so that the joint can achieve mutual circulation of the concrete at all positions, up, down, left and right. The transverse partition plates at the end parts of the inclined column member joints are provided with pouring holes so as to facilitate the self-compaction flow of concrete.

Furthermore, the main partition plate assembly supports the stressed plate by taking the vertical main conversion plate as a center, and the upper flange conversion plate, the lower flange conversion plate and the peripheral vertical outer wall plate are welded and assembled on two sides to form a central support framework. According to the technical scheme of section replacement based on the node intersection structure, the vertical main conversion plate is a main stress plate, the vertical main conversion plate has a compression effect along the thickness z direction, and the thickness is not less than 2.0 times of the maximum wall thickness of each inclined column component; the upper flange conversion plate, the lower flange conversion plate and the peripheral vertical outer 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 conversion plate and the lower flange conversion plate are positioned on two sides of the vertical main conversion plate and are in T-shaped butt welding; and long round holes with the diameter of 250mm are respectively formed in the centers of the upper flange conversion plate and the lower flange conversion plate, the center of the vertical main conversion plate and the positions of the two ends of the vertical main conversion plate so as to facilitate the self-compaction flow of the concrete in the vertical main conversion plate.

The utility model discloses in, batter post component joint is formed by four board spare welding combinations, for the box cross-section, is located four positions of main division board assembly respectively. During welding, T-shaped cross welding is performed between the four oblique column member joint center lines and the vertical main conversion plate, the upper flange conversion plate and the lower flange conversion plate, the vertical cross welding angle is smaller than 30 degrees, internal backing welding needs to be performed, and the four oblique column member joint center lines are converged in the center of the main partition plate assembly.

In the utility model, the 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 stiffening web; the end parts of the steel beam joint stiffening web plate and the flange conversion plate form a steel beam H-shaped bracket joint as a steel beam bolt welding joint. The steel beam bolted welding joint is located main division baffle assembly both sides and is parallel to each other, and the joint flange board is the extension narrowing section of upper and lower edge of a wing change-over plate, and when being connected with the girder steel, extends narrowing section and girder steel flange welding, and the vertical stiffening web of joint is connected with the girder steel bolt. The steel beam of the lateral 90-degree horizontal support is positioned on the inner side of the node and is connected with the vertical main conversion plate through the hinged bolt.

In the utility model, the internal supporting rib plate is positioned inside the main partition 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 support rib plates are used as lateral local supports of the upper flange conversion plate and the lower flange conversion plate after the pouring holes are formed and the strength is weakened, so that local buckling instability of the gusset plate is avoided.

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

the X-shaped vertical face intersection node formed by welding box-type steel pipes provided by the utility model has reasonable node structure, can realize effective connection of the inclined column members at the vertical face position of the edge part of the rectangular plane super high-rise building structure of the inclined column system, and fully exerts the great side resistance performance advantage of the inclined column system; the intersecting node separates and intersects the batter post component and the steel beam through the vertical main 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 holes are formed, and a local stable reinforcing mode of the internal support rib plates is adopted, so that the mechanical bearing performance of the node can be further guaranteed, the node is basically mainly in an elastic stage bearing state, and locally enters a high bearing capacity stress state in 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 transfer plate, a schematic main partition plate assembly (without a main vertical transfer plate), and a schematic internal support rib plate of an embodiment of an X-type vertical face intersection node formed by welding box-type steel pipes according to the present invention;

fig. 2 is an orthogonal side view 1 of an embodiment of an X-shaped facade junction of the present invention;

3 figure 33 3 is 3 an 3 orthogonal 3 side 3 view 32 3 of 3 an 3 embodiment 3 of 3 the 3 X 3- 3 shaped 3 elevation 3 intersection 3 node 3 of 3 the 3 present 3 invention 3, 3 cut 3 a 3- 3 a 3 in 3 figure 32 3; 3

FIG. 4 is a cut-away top view of the main partition panel assembly B-B of FIG. 2;

FIG. 5 is a top cross-sectional view of the main partition panel 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 member of FIG. 2 (corresponding to FIG. 7) when inner or outer reinforcing plates are used for the side-pouring 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. 4 and a welding overview view when a T-shaped cross welding angle is less than 30 degrees, respectively;

fig. 10 is a flow chart of the welding and assembling of each plate of the embodiment of the X-shaped vertical intersection node of the present invention;

FIG. 11 is a linear perturbation axial pressure instability deformation diagram (sinusoidal waveform) of an X-shaped elevation intersection node;

FIG. 12 is a graph of dual nonlinear axial compression stable load convergence curves (extrema) for an X-shaped facade junction;

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

1. a vertical main conversion plate; 2. a first upper flange conversion plate; 3. a second upper flange conversion plate; 4. a first lower flange conversion plate; 5. a second lower flange conversion plate; 6. a peripheral vertical outer wall plate; 7. an inner support rib; 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 oblique column; 13. a steel beam joint stiffening web; 14. connecting the steel beam joint web plates through bolts; 15. a first peripheral bending-resistant steel beam; 16. a second peripheral bending-resistant steel beam; 17. a third steel beam is hinged at 90 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; 27. concrete circulation holes of the vertical main conversion plate; 28. connecting the hinged steel beam web plates through bolts; 29. the inclined columns form a plate I; 30. the oblique columns form a plate II; 31. the oblique columns form a plate III; 32. the oblique columns form a plate IV; 33. backing welding; 34. and (4) full penetration groove welding.

Detailed Description

The technical solution of the X-shaped vertical plane intersection node formed by welding the box-type steel pipes according to the present invention will be described in detail with reference to the following specific embodiments and accompanying 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 an X-shaped vertical intersection node formed by welding box-type steel pipes, as shown in fig. 1a, 1b, 1c, 1d to fig. 2, which specifically includes a main partition plate assembly, an inclined column member joint, a steel beam connection joint, and an internal support rib plate 7; the main partition plate assembly supports a stressed plate by taking a vertical main conversion plate 1 as a center, and upper and lower flange conversion plates 2, 3, 4 and 5 and a peripheral vertical outer wall plate 6 are welded and assembled on two sides to form a central support framework; the inclined column member joint is provided with an inclined column member I8, an inclined column member II 9, an inclined column member III 10 and an inclined column member IV 11 which are positioned in four directions and are in vertical X-shaped butt welding on the vertical main conversion plate 1 and the upper and lower flange conversion plates 2, 3, 4 and 5.

As shown in fig. 4, the vertical main conversion plate 1 divides the intersection into two independent parts, and under the action of axial compression borne by the batter post members 8, 9, 10 and 11, the vertical main conversion plate 1 is used as a main stressed plate to bear the compression action 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 conversion plate 1 is in a planar rectangular shape and serves as a main stress separation plate, and the distance between each boundary of the rectangle and the intersection line of the node plates on the two sides is not less than 2.0 times of the maximum wall thickness of each inclined column component; wherein the distance between the upper end and the lower end of the rectangle and the intersection positioning point 19 and 20 of the upper inclined column member and the lower inclined column member is 2.0 times of the maximum wall thickness of each inclined column member.

The upper flange conversion plate 2, the lower flange conversion plate 3, the upper flange conversion plate 4 and the lower flange conversion plate 5 are respectively positioned at two sides of the vertical main 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 technical scheme of cross section replacement 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.

The distance between the boundaries of the upper flange conversion plate 2, the lower flange conversion plate 3, the boundaries of the lower flange conversion plate 4, the boundaries of the upper flange conversion plate 5 and the boundaries of the peripheral vertical outer wall plates 6 on the two sides along the connecting direction of the steel beams is 2.0 times of the maximum wall thickness of each inclined column component; both sides and girder steel junction, the width of upper and lower flange change-over plate 2, 3, 4, 5 is according to 2: 1, the width of the end of which is reduced to the width of the corresponding flange of the rigidly connected, peripheral, moment- resistant steel beam 15, 16.

As shown in fig. 3 to 5, concrete flow holes 21 and 22 are formed in the intersection ranges of the upper and lower flange converting plates 2, 3, 4 and 5 and the batter post members 8, 9, 10 and 11, and are positioned on both sides of the vertical main converting plate 1, and 3 concrete flow holes 27 are formed in the center and both sides of the vertical main converting plate 1, and the flow holes have a diameter of 250mm and are oblong in shape; the mode that combines self-compaction concrete and vibrate for the inside pouring concrete of node fills to each corner of main division board assembly through concrete flow hole 21, 22, 27, realizes the further enhancement of node bearing performance.

As shown in fig. 2 and 5, the peripheral vertical outer wall plate 6 is positioned between the upper flange conversion plate 2 and the lower flange conversion plate 3, between the upper flange conversion plate 4 and between the lower flange conversion plate 5 and the vertical main conversion plate 1, and is welded in a T-shape, and the plane of the vertical main conversion plate is formed into a box-shaped section; 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 supporting ribs 7 are located inside the main partition assembly and mainly function as lateral supports for the upper and lower flange converting plates 2, 3, 4, 5 after the concrete flow holes 21, 22 are opened, so as to avoid local instability damage of the flange converting plates 2, 3, 4, 5; the thickness of the internal support rib 7 is not less than the greater of the maximum wall thickness of each inclined column member by 1.0 times and 25 mm; 4 internal supporting rib plates 7 are arranged on the periphery of each concrete flow hole 21 and 22 and are respectively orthogonal to the vertical main conversion plate 1 and the peripheral vertical outer wall plate 6.

The steel beam joint stiffening web 13 is used as a component of a node core area, is positioned between the upper flange conversion plate 2, the lower flange conversion plate 3, the lower flange conversion plate 4, the lower flange conversion plate 5 and outside the peripheral vertical outer wall plate 6, is welded with the upper flange conversion plate 2, the lower flange conversion plate 3, the lower flange conversion plate 4, the lower flange conversion plate 5 and the peripheral vertical outer wall plate 6, is mainly used for being connected with the webs of the peripheral bending-resistant steel beams 15 and 16 through bolts, and is provided with bolt holes 14 according to an equal-strength connection principle; the steel beam joint stiffening web 13 and the width retraction end of the flange 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 anti-bending steel beams 15 and 16.

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

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

As shown in fig. 2 and 6, end diaphragm plates 12 are arranged at the ends of the inclined column member 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 inclined column member joints 8, 9, 10 and 11 can be poured conveniently and can be circulated with the concrete inside the inclined column member; the inclined column member joints 8, 9, 10 and 11 and the inclined column member are in butt welding with a full penetration groove at the end position, 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, side pouring holes 25 may be formed in the inner side edges of the upper diagonal column members 8 and 9, and the ring 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 peripheral bending-resistant steel beams 15 and 16 and a 90-degree hinged steel beam 17; the peripheral bending-resistant steel beams 15 and 16 are used as outer frame peripheral floor steel beams of the batter post system and are connected by rigid welding and bolting; the 90-degree hinged steel beam 17 serves as a floor connecting steel beam of the inclined column outer frame and the inner core barrel, and the connecting mode of the inclined column outer frame and the vertical main conversion plate 1 is hinged steel beam web plate bolt connection 28.

Under the axial pressure effect of the inclined column component, the intersection node mainly presents the in-plane deformation trend, the peripheral bending-resistant steel beams 15 and 16 are mainly bending-resistant and shearing-resistant, the 90-degree hinged steel beam 17 is mainly shearing-resistant, and the axial tension and pressure effects can be generally ignored when the steel beam web high-strength bolts are connected.

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 conversion plate 1 is a main stress member, the lower flange conversion plates 4 and 5 are welded on the vertical main conversion plate 1, and the peripheral vertical outer wall plates 6 are mutually assembled and welded on the vertical main conversion plate 1 and the lower flange conversion plates 4 and 5;

(2) welding internal support ribbed plates 7 on the lower flange conversion plates 4 and 5, the vertical main conversion plate 1 and the peripheral vertical outer wall plate 6, and welding the upper flange conversion plates 2 and 3 with the plates in the step (1) to form a central support framework;

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

(4) the inclined column members 8, 9, 10 and 11 are box-shaped column members and are formed by welding a plate III 31, a plate IV 32, a plate I29 on the inner side and a plate II 30 on the outer side which are positioned at two sides of a node, wherein the adjacent edges of the plate I29 and the plate II 30 and the vertical main conversion plate 1 are oblique edges and are welded with the vertical main 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 in sequence, when 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 instability of the X-shaped facade 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 component.

As shown in fig. 12, the double nonlinear axial pressure stable load convergence curve of the X-shaped vertical intersection node is an extreme point instability failure, and after instability, the load cannot be continuously borne, but the ultimate instability load coefficient not taken into account for the reinforcement effect of the internal concrete is 1.60, so that the linear elastic load-bearing performance and the seismic performance reserve degree are good.

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

Compared with the defects of the prior art, the X-shaped vertical surface 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 partition assembly, and the plate component module is 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. An X-shaped vertical surface intersection node formed by welding box-type steel pipes is characterized by comprising a main partition plate assembly, an inclined column member joint, a steel beam connecting joint and an internal support rib plate;

the main partition plate assembly is a central support framework and separates the inclined column member joint and the steel beam connecting joint from each other; the inclined column member joints are box-shaped steel pipe joints formed by welding plates and are in butt welding with the main partition plate assembly, the steel beam connecting joints are located on the two horizontal sides of the main partition plate assembly of the X-shaped vertical surface converging node and are used for being in rigid bolt welding with the peripheral bending-resistant steel beams, and the internal supporting rib plates are located inside the main partition plate assembly and serve as local lateral supports of the plates inside the node.

2. The X-shaped vertical face intersection joint formed by welding box type steel pipes according to claim 1, wherein the main partition plate assembly supports the force-bearing plate by taking the vertical main conversion plate as a center, and the upper flange conversion plate, the lower flange conversion plate and the peripheral vertical outer wall plate are welded and assembled at two sides to form a central support framework.

3. The X-shaped vertical surface intersection node formed by welding box type steel pipes according to claim 2, wherein the upper flange conversion plate, the lower flange conversion plate, the vertical main conversion plate and the inclined column members in the inclined column member joints are welded in an inclined and butt joint mode, and concrete flow holes are formed in the upper flange conversion plate, the lower flange conversion plate, the vertical main conversion plate and the center positions of the upper flange conversion plate, the lower flange conversion plate, the vertical main conversion plate and the inclined column members in the intersection range, so that poured concrete in the node can flow to all corners.

4. An X-shaped vertical face intersection node formed by welding box type steel pipes according to claim 2, wherein internal support ribs are positioned inside the main partition plate assembly and used as lateral supports of the upper flange conversion plate and the lower flange conversion plate after being weakened by the concrete flow holes.

5. The X-shaped vertical surface intersection node formed by welding box-type steel pipes according to claim 2, wherein four diagonal member joints are arranged on each diagonal member joint, are positioned in four vertical directions, are of box-type sections, are symmetrically arranged on two sides of the vertical main conversion plate, and are in vertical surface X-shaped butt welding on the vertical main conversion plate, the upper flange conversion plate and the lower flange conversion plate.

6. The X-shaped vertical surface intersection node formed by welding the box-type steel pipes according to claim 1, wherein a steel beam joint 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 steel beam, and bolt holes are formed in the steel beam joint stiffening web plate; the end parts of the steel beam joint stiffening web plate, the upper flange conversion plate and the lower flange conversion plate form a steel beam H-shaped bracket joint as a steel beam bolt welding joint.

7. The X-shaped vertical surface intersection joint formed by welding the box-type steel pipes according to claim 2, wherein the thicknesses of the vertical main conversion plate, the upper flange conversion plate, the lower flange conversion plate and the peripheral vertical outer wall plate are respectively not less than 2.0, 1.5 and 1.5 times of the maximum wall thickness of each inclined column member joint; the thickness of the internal support rib plate is not less than 1.0 times of the maximum wall thickness of each inclined column component joint, and is not less than 25 mm.

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