CN211228913U - Steel truss and reinforced concrete shear wall structure node with load transfer component - Google Patents
Steel truss and reinforced concrete shear wall structure node with load transfer component Download PDFInfo
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- CN211228913U CN211228913U CN201921716521.1U CN201921716521U CN211228913U CN 211228913 U CN211228913 U CN 211228913U CN 201921716521 U CN201921716521 U CN 201921716521U CN 211228913 U CN211228913 U CN 211228913U
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- shaped steel
- load transfer
- reinforced concrete
- truss
- concrete shear
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Abstract
A steel truss and reinforced concrete shear wall construction node with a load transfer component relates to the technical field of building engineering and composite structures, and comprises an H-shaped steel component, an overhanging truss rod piece and a load transfer component welded between the H-shaped steel component and the overhanging truss rod piece; the H-shaped steel part and the load transfer part are embedded in the reinforced concrete shear wall; the load transfer component comprises a vertically arranged panel, a pair of connecting plates vertically welded at intervals in the middle of the inner surface of the panel, anchor bars vertically welded on two sides of the inner surface of the panel, and stiffening plates welded on the H-shaped steel component; the anchor bars are arranged at intervals along the height direction of the panel; the outer surface of the panel is flush with the outer surface of the reinforced concrete shear wall. The utility model provides a traditional connecting method can cut off reinforced concrete shear force wall, forms confined cavity in the shear force wall, and the difficulty is pour to the concrete in the cavity, hardly guarantees the continuous closely knit problem of node district concrete.
Description
Technical Field
The utility model relates to a building engineering and integrated configuration technical field, especially a steel truss and reinforced concrete shear force wall structure node with load transmission part.
Background
With the continuous development of large-span stadium structural forms, a plurality of new structural systems appear, for example, in a large-span stadium complex, the project of mixed use of a space multi-layer truss and a reinforced concrete shear wall is on an increasing trend, a multi-layer truss rod requires higher bidirectional bending resistance, and a box-shaped section is selected for a rod, so that the problem of lateral connection between the box-shaped truss rod and the reinforced concrete shear wall needs to be solved.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a steel truss and reinforced concrete shear force wall structure node with load transfer member solves traditional connecting method and can cuts off reinforced concrete shear force wall, forms confined cavity in the shear force wall, and the concrete placement difficulty in the cavity hardly guarantees the continuous closely knit problem of node district concrete.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the steel truss and reinforced concrete shear wall structure node with the load transfer component comprises an H-shaped steel component, an overhanging truss rod piece and the load transfer component welded between the H-shaped steel component and the overhanging truss rod piece; the H-shaped steel part and the load transfer part are embedded in the reinforced concrete shear wall; the load transfer component comprises a vertically arranged panel, a pair of connecting plates vertically welded at intervals in the middle of the inner surface of the panel, anchor bars vertically welded on two sides of the inner surface of the panel, and stiffening plates welded on the H-shaped steel component; the anchor bars are arranged at intervals along the height direction of the panel; the outer surface of the panel is flush with the outer surface of the reinforced concrete shear wall.
Further, the H-shaped steel part comprises H-shaped steel and studs fully welded on the H-shaped steel;
the pegs are arranged at intervals in the height direction of the H-shaped steel in groups, and two pegs are arranged at intervals in each group.
Furthermore, the stiffening plates are arranged at intervals along the height direction of the web plate of the H-shaped steel and are horizontally arranged and welded between the inner flange and the outer flange of the H-shaped steel and the web plate of the H-shaped steel; the outer edge of the stiffening plate is flush with the outer edges of the inner flange plate and the outer flange plate of the H-shaped steel.
Further, the outer end of each anchor bar is welded with the inner side face of the panel.
Further, a pair of connecting plates of the load transmission member are welded to an outer flange plate of the H-beam member.
Further, the overhanging truss rod piece comprises a chord member with a sub-shaped section and an inclined web member with a sub-shaped section; the chord members are horizontal rods; the inclined web members are arranged above the chord members and comprise inner horizontal rods and outer upper inclined rods; the included angle between the horizontal rod and the outer upper inclined rod is 45 degrees.
Further, the outer end face of the chord member is connected with a chord member lengthening truss member through a field welding seam lining plate; the outer end face of the diagonal web member is connected with the diagonal web member lengthening truss member through a field welding seam lining plate.
Further, the chord comprises an upper chord flange plate, a lower chord flange plate, a left chord web and a right chord web which are vertically welded between the upper chord flange plate and the lower chord flange plate; the diagonal web member comprises an upper flange plate, a lower flange plate, a left web plate and a right web plate which are vertically welded between the upper flange plate and the lower flange plate of the diagonal web member.
Compared with the prior art, the utility model has the following characteristics and beneficial effect:
1. the utility model discloses increase load transmission part between H shaped steel part and overhanging truss member, and H shaped steel part, it is as an organic whole to weld between overhanging truss member and the load transmission part three, load transmission part is pre-buried in reinforced concrete shear wall together with H shaped steel part, do not cut the inside longitudinal reinforcement of reinforced concrete shear wall structure, guarantee that the reinforcing bar is continuous, the construction of the reinforcing bar of being convenient for, the inconvenient problem of overlap joint of solving the stirrup, and do not cut off the concrete, do not stretch out the bracket outward, closed cavity appears in having avoided the node district simultaneously, it is closely knit to guarantee to grout, reduce the construction degree of difficulty, construction quality is improved.
2. The load transfer part is provided with the panel, so that a panel structure is increased, the die assembly is convenient, the construction is simplified, and the hooping of the reinforced concrete shear wall structure is ensured to be closed and continuous.
Drawings
Fig. 1 is a perspective view of the steel truss and reinforced concrete shear wall structure node with the load transfer component of the utility model.
Fig. 2 is a perspective view of the connection of the H-beam member and the outrigger truss member by the load transfer member.
Fig. 3 is an elevation view of the connection of the H-beam member and the outrigger truss member by the load transfer member.
Fig. 4 is a plan view 1 of the connection of the H-beam members and the outrigger truss bars by the load transfer members.
Fig. 5 is a plan view 2 of the connection of the H-beam members and the outrigger truss bars by the load transfer members.
Fig. 6 is a sectional view of fig. 5 taken along line 1-1.
Fig. 7 is a cross-sectional view 2-2 of fig. 5.
Fig. 8 is a cross-sectional view of section 3-3 of fig. 5.
Reference numerals: reference numerals: 1-H-shaped steel component, 2-overhanging truss member, 3-load transfer component, 4-stud, 5-chord lengthening truss member, 6-chord, 7-diagonal web member, 8-panel, 9-anchor bar, 10-connecting plate, 11-stiffening plate, 12-on-site welding seam lining plate, 13-reinforced concrete shear wall, 14-diagonal web member lengthening truss member and 15-H-shaped steel.
Detailed Description
Referring to fig. 1 to 8, the steel truss and reinforced concrete shear wall construction node with a load transfer member comprises an H-shaped steel member 1, an overhanging truss rod member 2, and a load transfer member 3 welded between the H-shaped steel member 1 and the overhanging truss rod member 2; the H-shaped steel part 1 and the load transfer part 3 are pre-embedded in the reinforced concrete shear wall 13; when the reinforced concrete shear wall is connected with the steel truss on multiple sides, the number of the load transfer components and the number of the overhanging truss rod pieces are correspondingly increased, and the collision anchor bars are set to be connecting plates when necessary.
Referring to fig. 1 to 4, the H-section steel component 1 comprises H-section steel 15 and pegs 4 fully welded thereto; the studs are arranged at intervals in groups along the height direction of the H-shaped steel, and two studs are arranged at intervals in each group; the studs welded to the outer surfaces of the inner and outer flange plates of the H-section steel are positioned between the pair of connecting plates 10 of the load transmission member 3; the H-shaped steel component 1 is arranged in a penetrating manner along the height direction of the reinforced concrete shear wall 13.
Referring to fig. 1 to 4, the outrigger truss member 2 includes a chord member 6 having a herringbone cross section and an oblique web member 7 having a herringbone cross section, and the chord member 6 is a horizontal member; the inclined web members are arranged above the chord members 6 and comprise inner horizontal rods and outer upper inclined rods; referring to fig. 5, the included angle between the horizontal rod and the outer upper inclined rod is 45 °; the chord 6 comprises chord upper and lower flange plates and chord left and right webs vertically welded between the chord upper and lower flange plates; the diagonal web member 7 comprises an upper flange plate and a lower flange plate of the diagonal web member, and a left web plate and a right web plate of the diagonal web member which are vertically welded between the upper flange plate and the lower flange plate of the diagonal web member; the outer end surface of the chord member 6 is connected with a chord member lengthening truss member 5 through a field welding seam lining plate 12; the outer end surface of the diagonal web member 7 is connected with a diagonal web member lengthening truss member 14 through a field welding seam lining plate 12; the on-site welding seam lining plate 12 is temporarily connected to the left and right web plates of the chord members and the left and right web plates of the diagonal web members through bolts; the on-site welding seam lining plate 12 is in a shape of a Chinese character ya and comprises a top plate, a bottom plate and a pair of vertical plates connected between the middle parts of the top plate and the bottom plate, wherein the vertical plates are attached to the inner side surfaces of left and right webs of a pair of chord members, the top plate is attached to the lower surface of an upper flange plate of the chord member, and the bottom plate is attached to the upper surface of a lower flange plate of the chord member.
Referring to fig. 1 to 4, the load transfer member 3 includes a vertically arranged face plate 8, a pair of connecting plates 10 vertically welded to the middle of the inner surface of the face plate 8 at intervals, anchor bars 9 vertically welded to both sides of the inner surface of the face plate 8, and stiffening plates 11 welded to the H-shaped steel member 1; the anchor bars 9 are arranged at intervals along the height direction of the panel 8; the outer surface of the panel 8 is flush with the outer surface of the reinforced concrete shear wall 13; the height of the panel 8 is less than that of the H-shaped steel component 1, the panel is positioned in the middle of the H-shaped steel component 1, and the width of the panel is greater than that of the overhanging truss rod piece 2; the outer end head of the anchor bar 9 is welded with the inner side surface of the panel 8, and the length is determined according to calculation; the anchor bars 9 are positioned on two sides of the upper and lower flange plates of the H-shaped steel part 1; the pair of connecting plates 10 of the load transfer component 3 are welded on the outer flange plate of the H-shaped steel component 1; the stiffening plates 11 are arranged at intervals along the height direction of the web plate of the H-shaped steel, and the stiffening plates 11 are horizontally arranged and welded between the inner flange and the outer flange of the H-shaped steel and the web plate of the H-shaped steel; the outer edge of the stiffening plate 11 is flush with the outer edges of the inner flange plate and the outer flange plate of the H-shaped steel.
The construction method for applying the steel truss with the load transfer component and the reinforced concrete shear wall structure node comprises the following steps:
firstly, processing an H-shaped steel part 1, an overhanging truss rod piece 2 and a load transfer part 3 in a factory, welding the H-shaped steel part, the overhanging truss rod piece 2 and the load transfer part into a whole, then transporting the H-shaped steel part to a site for installation, and ensuring that the outer surface of a panel of the load transfer part 3 is flush with the outer surface of a reinforced concrete shear wall 13 to be poured after the installation is finished;
positioning the steel bars for binding the reinforced concrete shear wall 13, and pouring the reinforced concrete shear wall and the concrete in the node core area;
after the concrete in the node core area reaches the strength, hoisting the lengthened truss rod piece, temporarily fixing the on-site welding seam lining plate 12 with a pair of chord member left and right web plates and a pair of inclined web member left and right web plates of the overhanging truss rod piece 2 respectively by using mounting bolts, and then welding the lengthened truss rod piece with the overhanging truss rod piece 2;
and fourthly, finally cutting off the on-site welding seam lining plate 12, hiding the on-site welding seam lining plate 12 at the position of the bracket, and painting the welding position of the lengthened truss rod piece and the overhanging truss rod piece 2 according to the requirement to finish the construction.
Claims (8)
1. Steel truss and reinforced concrete shear force wall structure node with load transfer member, its characterized in that: the truss structure comprises an H-shaped steel part (1), an overhanging truss rod piece (2) and a load transmission part (3) welded between the H-shaped steel part (1) and the overhanging truss rod piece (2); the H-shaped steel component (1) and the load transfer component (3) are pre-embedded in the reinforced concrete shear wall (13);
the load transfer component (3) comprises a vertically arranged panel (8), a pair of connecting plates (10) vertically welded at intervals at the middle part of the inner surface of the panel (8), anchor bars (9) vertically welded at two sides of the inner surface of the panel (8), and stiffening plates (11) welded on the H-shaped steel component (1); the anchor bars (9) are arranged at intervals along the height direction of the panel (8);
the outer surface of the panel (8) is flush with the outer surface of the reinforced concrete shear wall (13).
2. The steel truss and reinforced concrete shear wall construction node with load transfer members of claim 1, wherein: the H-shaped steel part (1) comprises H-shaped steel (15) and studs (4) which are fully welded on the H-shaped steel part;
the pegs are arranged at intervals in the height direction of the H-shaped steel in groups, and two pegs are arranged at intervals in each group.
3. The steel truss and reinforced concrete shear wall construction node with load transfer members of claim 2, wherein: the stiffening plates (11) are arranged at intervals along the height direction of the web plate of the H-shaped steel, and the stiffening plates (11) are horizontally arranged and welded between the inner flange and the outer flange of the H-shaped steel and the web plate of the H-shaped steel;
the outer edge of the stiffening plate (11) is flush with the outer edges of the inner flange plate and the outer flange plate of the H-shaped steel.
4. The steel truss and reinforced concrete shear wall construction node with load transfer members of claim 2, wherein: the outer end of the anchor bar (9) is welded with the inner side surface of the panel (8).
5. The steel truss and reinforced concrete shear wall construction node with load transfer members of claim 2, wherein: and a pair of connecting plates (10) of the load transfer component (3) are welded on the outer flange plate of the H-shaped steel component (1).
6. The steel truss and reinforced concrete shear wall construction node with load transfer members of claim 1, wherein: the overhanging truss rod piece (2) comprises a chord member (6) with a sub-shaped section and an inclined web member (7) with a sub-shaped section;
the chord member (6) is a horizontal rod;
the inclined web members are arranged above the chord members (6) and comprise inner horizontal rods and outer upper inclined rods;
the included angle between the horizontal rod and the outer upper inclined rod is 45 degrees.
7. The steel truss and reinforced concrete shear wall construction node with load transfer members of claim 6, wherein: the outer end surface of the chord member (6) is connected with a chord member lengthening truss member (5) through an on-site welding seam lining plate (12);
the outer end face of the diagonal web member (7) is connected with a diagonal web member lengthening truss member (14) through a field welding seam lining plate (12).
8. The steel truss and reinforced concrete shear wall construction node with load transfer members of claim 6, wherein: the chord member (6) comprises an upper chord member flange plate, a lower chord member flange plate, a left chord member web plate and a right chord member web plate which are vertically welded between the upper chord member flange plate and the lower chord member flange plate;
the diagonal web member (7) comprises an upper flange plate and a lower flange plate of the diagonal web member and a left web plate and a right web plate of the diagonal web member which are vertically welded between the upper flange plate and the lower flange plate of the diagonal web member.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921716521.1U CN211228913U (en) | 2019-10-14 | 2019-10-14 | Steel truss and reinforced concrete shear wall structure node with load transfer component |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921716521.1U CN211228913U (en) | 2019-10-14 | 2019-10-14 | Steel truss and reinforced concrete shear wall structure node with load transfer component |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN211228913U true CN211228913U (en) | 2020-08-11 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201921716521.1U Expired - Fee Related CN211228913U (en) | 2019-10-14 | 2019-10-14 | Steel truss and reinforced concrete shear wall structure node with load transfer component |
Country Status (1)
| Country | Link |
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| CN (1) | CN211228913U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112049235A (en) * | 2020-08-26 | 2020-12-08 | 中国核电工程有限公司 | High-altitude large-span cantilever structure construction platform and method |
-
2019
- 2019-10-14 CN CN201921716521.1U patent/CN211228913U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112049235A (en) * | 2020-08-26 | 2020-12-08 | 中国核电工程有限公司 | High-altitude large-span cantilever structure construction platform and method |
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|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20200811 |
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| CF01 | Termination of patent right due to non-payment of annual fee |