CN220644605U - Connecting element installation node between steel-concrete composite structure - Google Patents
Connecting element installation node between steel-concrete composite structure Download PDFInfo
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- CN220644605U CN220644605U CN202321957639.XU CN202321957639U CN220644605U CN 220644605 U CN220644605 U CN 220644605U CN 202321957639 U CN202321957639 U CN 202321957639U CN 220644605 U CN220644605 U CN 220644605U
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- 239000004567 concrete Substances 0.000 title claims abstract description 19
- 239000002131 composite material Substances 0.000 title claims description 14
- 238000009434 installation Methods 0.000 title description 13
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 77
- 239000010959 steel Substances 0.000 claims abstract description 77
- 238000003466 welding Methods 0.000 claims abstract description 30
- 239000011150 reinforced concrete Substances 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 description 6
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 4
- 235000017491 Bambusa tulda Nutrition 0.000 description 4
- 241001330002 Bambuseae Species 0.000 description 4
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 4
- 239000011425 bamboo Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 210000001503 joint Anatomy 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000010791 quenching Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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Abstract
The utility model discloses a connecting member mounting node between steel-concrete combined structures, which comprises a core tube, a steel beam and a clamping plate, wherein a stiffening column is arranged in the core tube, the stiffening column is fixedly provided with a bracket, the bracket comprises a first upper flange, a first web plate and a first lower flange, the steel beam comprises a second upper flange, a second web plate and a second lower flange, the first upper flange is connected with the second upper flange through a welding seam, and the first lower flange is connected with the second lower flange through a welding seam. Two clamping plates are adopted to clamp the first web plate and the second web plate, and the clamping plates are connected with the first web plate and the second web plate through bolts. The web plate I and the web plate II are respectively provided with a slotted hole, the length direction of the slotted holes and the length direction of the steel beam are kept all the same, the clamping plate is provided with a circular hole, and the bolts penetrate through the slotted holes and the circular holes. The clamping plate and the first web plate are connected through fillet weld girth welding, and meanwhile, the clamping plate and the second web plate are connected through fillet weld girth welding. The problem that the original joint clamping plate and the steel beam bolt holes cannot be installed due to dislocation is effectively solved, and meanwhile joint strength can be guaranteed.
Description
Technical Field
The utility model belongs to the technical field of building structures, and particularly relates to a connecting member installation node between reinforced concrete combined structures.
Background
The Chinese economy is increased at a high speed, the steel yield is stable in the first world, the contradiction between population and land and the economic and technical support are realized, so that high-rise and super high-rise buildings are rapidly developed in China, and the building height is continuously refreshed. The steel and concrete combined structure in super high-rise buildings accounts for more than 90%, wherein the steel frame and concrete core tube combined structure is mainly adopted. The structure system fully plays the respective advantages of the steel structure and the concrete structure, well solves the defects of stability, lateral movement resistance and the like in the high-rise steel structure, ensures that the two structures work cooperatively, and has short construction period and high economic efficiency.
However, due to different steel and concrete material properties and different construction modes, certain errors exist when the steel structure is connected with the concrete core tube, and components between the steel-concrete structures cannot be installed. The connection node of girder steel and concrete core section of thick bamboo is foremost wherein, and this node establishes the stiffness post in concrete core section of thick bamboo generally, then welds the butt joint through corbel and girder steel bolt on the post, often runs into the condition that girder steel length direction is unable to align when connecting, leads to the girder steel unable installation.
Disclosure of Invention
The utility model aims to solve the technical problems in the prior art and provide a connecting member mounting node between steel-concrete combined structures, wherein a first web plate of a bracket and a second web plate of a steel beam are provided with oblong holes, the length direction of the oblong holes and the length direction of the steel beam are kept all the time, after the oblong holes are formed, the mounting allowance of bolts on the steel beam is increased, and the problem that an original node clamping plate and a steel beam bolt hole cannot be mounted due to dislocation is effectively solved. In the utility model, although the problem of component installation is solved, the local strength of the joint is weakened, the bolt cannot be effectively sheared in the direction of the long hole, and in order to ensure the joint strength, fillet girth welding is used on the connected clamping plates.
In order to solve the technical problems, the utility model adopts the following technical scheme:
the utility model provides a connecting element installation node between steel and concrete integrated configuration, includes core section of thick bamboo, girder steel and splint, establishes the stiffening post in the core section of thick bamboo, and the stiffening post is fixed with the bracket, and the bracket includes top flange one, web one and bottom flange one, and web one welds between top flange one and bottom flange one. The steel beam comprises a second upper flange, a second web plate and a second lower flange, and the second web plate is welded between the second upper flange and the second lower flange. The upper flange I and the upper flange are connected through a weld, and the lower flange I and the lower flange are connected through a weld. Two clamping plates are adopted to clamp the first web plate and the second web plate, and the clamping plates are connected with the first web plate and the second web plate through bolts. The method is characterized in that: the web plate I and the web plate II are respectively provided with a slotted hole, the length direction of the slotted holes and the length direction of the steel beam are kept all the same, the clamping plate is provided with a circular hole, and the bolts penetrate through the slotted holes and the circular holes. The clamping plate and the first web plate are connected through fillet weld girth welding, and meanwhile, the clamping plate and the second web plate are connected through fillet weld girth welding.
Further, the thickness of the clamping plate is Z, and the thickness X and Z of the original clamping plate need to satisfy the following formula: z is greater than or equal to h f +1, and Z.gtoreq.X, wherein h f Is the width of the fillet weld.
Further, h f The following formula needs to be satisfied: h is a e ＝0.7h f 。
h e The following formula needs to be satisfied:wherein l w For the calculated length of the fillet weld, f f w Is the strength design value of the fillet weld, N is the maximum bearable by the bolt in the original node in the length direction of the steel beamForce.
Further, N needs to satisfy the following formula:
wherein,but->Wherein n is v For the number of sheared surfaces->Designed value of shear strength of bolt d e N is the number of bolts, which is the effective diameter of the bolts at the thread.
Wherein,but->In (1) the->The design value of the hole wall bearing strength of the bolt is given, Σt is the smaller total thickness of the components bearing in the same bearing direction, d is the screw diameter of the bolt, and n is the number of the bolts.
Wherein N is Total (S) ＝f·A n1 And A is n1 ＝(b-3d 0 ) t, in the formula A n1 The stress net area of the second web plate on the steel beam is b, the width of the second web plate on the steel beam is d 0 And the diameter of the bolt hole is the thickness of a second web plate on the steel beam, and f is the design value of the tensile strength of the steel plate.
Further, the actual welding length of the fillet weld is Y, and Y needs to satisfy the following formula: y=l w +2h f 。
Further, a connecting plate is welded between the first upper flange and the second upper flange, the connecting plate is provided with a first notch, and the first notch corresponds to a welding line between the first upper flange and the second upper flange.
Further, the first web plate and the second web plate are respectively provided with a notch II, the notch II at the upper part corresponds to a welding line between the first upper flange and the second upper flange, and the notch II at the lower part corresponds to a welding line between the first lower flange and the second lower flange.
Further, stiffening plates are welded on the stiffening columns, the corbels and the steel beams.
Further, the stiff posts are welded with pegs.
Due to the adoption of the technical scheme, the utility model has the following beneficial effects:
the core tube mainly comprises a steel frame and concrete, the steel and concrete materials have different properties, the construction modes are different, and finally, the steel beam cannot be installed due to the error caused by the construction modes. Aiming at the technical problem, the utility model is provided with oblong holes on the first web plate of the bracket and the second web plate of the steel beam, and the length direction of the oblong holes and the length direction of the steel beam are kept all the time. After the slotted hole is formed, the bolt installation allowance on the steel beam is increased, the problem that the original joint clamping plate and the steel beam bolt hole are misplaced and cannot be installed is effectively solved, and the installation efficiency of the steel beam can be greatly improved.
In the utility model, although the problem of component installation is solved, the local strength of the joint is weakened, the bolt cannot be effectively sheared in the direction of the long hole, and in order to ensure that the strength of the joint is not lower than the design initial state, fillet girth welding is used on the connecting clamping plate.
Drawings
The utility model is further described below with reference to the accompanying drawings:
FIG. 1 is a schematic view of a construction of a joint for connecting members between reinforced concrete composite structures according to the present utility model;
FIG. 2 is a schematic diagram of a bracket according to the present utility model;
FIG. 3 is a schematic view of the structure of the clamping plate according to the present utility model;
FIG. 4 is a schematic view of the steel beam structure of the present utility model;
fig. 5 is a schematic structural view of the connecting plate in the present utility model.
In the figure, a 1-stiff column; 2-corbels; 3-steel beams; 4-; 5-connecting plates; 6-stiffening plates; 7-a steel pipe column; 8-upper flange one; 9-web one; 10-lower flange one; 11-oblong holes; 12-round holes; 13-an upper flange II; 14-a second web plate; 15-a second lower flange; 16-notch II; 17-notch one; 18-pegs.
Detailed Description
As shown in fig. 1 to 5, the present utility model relates to a joint for installing a connecting member between reinforced concrete composite structures, which is suitable for high-rise and super high-rise buildings with a concrete core tube and steel frame composite structure.
The utility model specifically comprises a core tube, a steel beam 3 and a clamping plate 4.
The core tube is internally provided with a stiff column 1, the stiff column 1 is welded with a stud 18, the core tube is internally provided with concrete, the stud 18 is arranged in the concrete, and the core tube belongs to a reinforced concrete combined structure.
The stiffening column 1 is fixed with the bracket 2, and the stiffening column 1, the bracket 2 and the steel beam 3 are welded with the stiffening plate 6. The bracket 2 comprises an upper flange I8, a web I9 and a lower flange I10, wherein the web I9 is welded between the upper flange I8 and the lower flange I10.
The steel beam 3 comprises a second upper flange 13, a second web 14 and a second lower flange 15, wherein the second web 14 is welded between the second upper flange 13 and the second lower flange 15. The first upper flange 8 and the second upper flange 13 are connected through a welding seam, and the first lower flange 10 and the second lower flange 15 are connected through a welding seam. Two clamping plates 4 are used for clamping the first web plate 9 and the second web plate 14, and the clamping plates 4 and the first web plate 9 and the clamping plates 4 and the second web plate 14 are connected through bolts. The cross section of the bracket 2 on the stiff column 1 is equal to the cross section of the steel beam 3, so that the bracket 2 and the steel beam 3 are in bolt welding butt joint. A connecting plate 5 is welded between the first upper flange 8 and the second upper flange 13, the connecting plate 5 is provided with a notch I17, and the notch I17 corresponds to a welding seam between the first upper flange 8 and the second upper flange 13. The first web plate 9 and the second web plate 14 are respectively provided with a notch II 16, the notch II 16 at the upper part corresponds to the welding seam between the first upper flange 8 and the second upper flange 13, and the notch II 16 at the lower part corresponds to the welding seam between the first lower flange 10 and the second lower flange 15. The other end of the steel beam 3 is fixedly connected with the steel pipe column 7.
The web plate I9 and the web plate II 14 are respectively provided with a slotted hole 11, the length direction of the slotted holes 11 and the length direction of the steel beam 3 are kept all the same, the clamping plate 4 is provided with a circular hole 12, and bolts penetrate through the slotted holes 11 and the circular holes 12. After the oblong holes 11 are formed, the bolt installation allowance on the steel beam 3 is increased, the problem that the original joint clamping plates 4 and the bolt holes of the steel beam 3 cannot be installed due to dislocation is effectively solved, and the installation efficiency of the steel beam 3 is obviously improved.
Although the problem of component installation is solved, the local intensity of the joint is weakened, the bolt cannot be effectively sheared in the direction of the long hole, in order to ensure that the joint intensity is not lower than the design initial state, the clamping plate 4 and the web plate I9 are connected through fillet weld girth welding, and meanwhile, the clamping plate 4 and the web plate II 14 are connected through fillet weld girth welding.
In order to ensure that the fillet weld is equally strong as the bolt shear, the thickness of the clamping plate 4 is determined by the fillet weld width.
The specific steps of calculation are as follows:
firstly, calculating a design value of the bearing capacity of a bolt under shear and a design value of the bearing capacity of a wall of a bolt hole:
then, according to the number n of bolts, it is determined asWherein n is v For the number of sheared surfaces->Designed value of shear strength of bolt d e Is the effective diameter of the bolt at the thread. />The design value of the hole wall bearing strength of the bolt is that Sigma t is the smaller total thickness of the components bearing in the same bearing direction, and d is the screw diameter of the bolt.
And then checking and calculating the maximum stress of the second web plate 14 on the steel beam 3: a is that n1 ＝(b-3d 0 )t，N Total (S) ＝f·A n1 In the formula, A n1 Is the stressed net area of the second web plate 14 on the steel beam 3, b is the width of the second web plate 14 on the steel beam 3, d 0 And the diameter of the bolt hole is the thickness of a second web plate 14 on the steel beam 3, and f is the design value of the tensile strength of the steel plate.
Fetching from the above data
The maximum force which can be born by the original node bolt in the length direction of the steel beam 3 is N through the calculation, and in order to ensure the equal strength effect after the weld joint reinforcement, the width h of the required fillet weld is calculated according to the following formula f 。
The strength of the fillet weld should be calculated under the combined action of various forces according to the following formula:
in the formula, the fillet weld takes h e ＝0.7h f ，l w For the calculated length of the fillet weld, f f w Is the strength design value of the fillet weld, N is the maximum force which can be born by the bolt in the original node in the length direction of the steel beam 3,in a construction site, the actual welding length of the fillet weld is Y, and Y needs to satisfy the following formula: y=l w +2h f To take into account the effects of defects in the weld at the start and quench of the arc.
Obtaining the width h of the fillet weld according to the calculation f And finally, the thickness of the clamping plate 4 is Z, and the thickness X and Z of the clamping plate 4 of the original joint are required to meet the following formula: z is greater than or equal to h f +1, and Z.gtoreq.X, wherein h f Is the width of the fillet weld.
The utility model can greatly improve the installation efficiency of the steel beam 3, avoid the damage of temporary reaming to the steel beam 3 and avoid the risk brought by high-altitude operation. Finally, fillet weld girth welding is used on the clamping plate 4, and the joint strength is ensured.
The above is only a specific embodiment of the present utility model, but the technical features of the present utility model are not limited thereto. Any simple changes, equivalent substitutions or modifications and the like made on the basis of the present utility model to solve the substantially same technical problems and achieve the substantially same technical effects are included in the scope of the present utility model.
Claims (9)
1. A steel-concrete composite inter-structure connecting member mounting node comprising:
the core tube is internally provided with a stiff column, the stiff column is fixedly provided with a bracket, the bracket comprises a first upper flange, a first web plate and a first lower flange, and the first web plate is welded between the first upper flange and the first lower flange;
the steel beam comprises a second upper flange, a second web plate and a second lower flange, wherein the second web plate is welded between the second upper flange and the second lower flange, the first upper flange is connected with the second upper flange through a welding seam, and the first lower flange is connected with the second lower flange through a welding seam;
clamping plates are adopted to clamp the first web plate and the second web plate, and the clamping plates are connected with the first web plate and the second web plate through bolts;
the method is characterized in that:
the first web plate and the second web plate are respectively provided with a long round hole, the length direction of the long round holes and the length direction of the steel beam are kept all the same, the clamping plate is provided with round holes, and the bolts penetrate through the long round holes and the round holes;
the clamping plate is connected with the first web plate through fillet welding, and meanwhile, the clamping plate is connected with the second web plate through fillet welding.
2. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 1, wherein: the thickness of the clamping plate is Z, and the original thickness is ZThe thickness X and Z of the splints need to satisfy the following formula: z is greater than or equal to h f +1, and Z.gtoreq.X, wherein h f Is the width of the fillet weld.
3. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 2, wherein: h is a f The following formula needs to be satisfied: h is a e ＝0.7h f ；
h e The following formula needs to be satisfied:wherein l w For the calculated length of the fillet weld, f f w The strength design value of the fillet weld is that N is the maximum force which can be born by the bolt in the original node in the length direction of the steel beam.
4. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 3 wherein: n satisfies the following formula:
wherein,but->Wherein n is v For the number of sheared surfaces->Designed value of shear strength of bolt d e The effective diameter of the bolts at the screw thread is given, and n is the number of the bolts;
wherein,but->In (1) the->The design value of the hole wall bearing strength of the bolt is given, Σt is the smaller total thickness of the components bearing in the same bearing direction, d is the screw diameter of the bolt, and n is the number of bolts;
wherein N is Total (S) ＝f·A n1 And A is n1 ＝(b-3d 0 ) t, in the formula A n1 The stress net area of the second web plate on the steel beam is b, the width of the second web plate on the steel beam is d 0 And the diameter of the bolt hole is the thickness of a second web plate on the steel beam, and f is the design value of the tensile strength of the steel plate.
5. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 3 wherein: the actual welding length of the fillet weld is Y, and Y needs to satisfy the following formula: y=l w +2h f 。
6. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 1, wherein: a connecting plate is welded between the first upper flange and the second upper flange, a notch I is formed in the connecting plate, and the notch I corresponds to a welding seam between the first upper flange and the second upper flange.
7. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 1, wherein: the first web plate and the second web plate are respectively provided with a notch II, the notch II positioned above corresponds to a welding line between the first upper flange and the second upper flange, and the notch II positioned below corresponds to a welding line between the first lower flange and the second lower flange.
8. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 1, wherein: stiffening plates are welded on the stiffness columns, the corbels and the steel beams.
9. A steel reinforced concrete composite inter-structure connecting member mounting node as claimed in claim 1, wherein: the stiff posts are welded with pegs.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321957639.XU CN220644605U (en) | 2023-07-24 | 2023-07-24 | Connecting element installation node between steel-concrete composite structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321957639.XU CN220644605U (en) | 2023-07-24 | 2023-07-24 | Connecting element installation node between steel-concrete composite structure |
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| Publication Number | Publication Date |
|---|---|
| CN220644605U true CN220644605U (en) | 2024-03-22 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202321957639.XU Active CN220644605U (en) | 2023-07-24 | 2023-07-24 | Connecting element installation node between steel-concrete composite structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN220644605U (en) |
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2023
- 2023-07-24 CN CN202321957639.XU patent/CN220644605U/en active Active
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