CN211597095U - Steel structure column base installation node with anti-seismic performance - Google Patents
Steel structure column base installation node with anti-seismic performance Download PDFInfo
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- CN211597095U CN211597095U CN202020013647.9U CN202020013647U CN211597095U CN 211597095 U CN211597095 U CN 211597095U CN 202020013647 U CN202020013647 U CN 202020013647U CN 211597095 U CN211597095 U CN 211597095U
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Abstract
The utility model discloses a steel structure column base installation node with anti-seismic performance, which comprises a foundation part and a steel column, wherein a ground anchor bolt and a ground anchor steel strand are pre-embedded in the foundation part; the lower end of the steel column is provided with a welded bottom plate, steel ribs are welded on the side face of the steel column close to the bottom plate, an auxiliary plate is welded between two adjacent and opposite steel ribs, the upper end of the ground anchor steel strand is fixed on the auxiliary plate, and the upper end of a ground anchor bolt is fixed on the bottom plate; and at least in the space region between the foundation base portion and the bottom plate is compacted secondary grouting concrete, and in this region, the laminations are arranged. The utility model discloses a combination of earth anchor bolt and earth anchor steel strand wires is used, especially after the setting of elasticity lamination, forms to have rigidity and elastic connected node for this node possesses good anti-seismic performance.
Description
Technical Field
The utility model belongs to the technical field of steel construction technique and specifically relates to column base connection technique field, the further column base connection technique that shock resistance is better.
Background
As shown in fig. 1, a conventional steel column base node is formed by positioning and installing a steel column on a reinforced concrete foundation, and then pouring non-shrinkage high-strength concrete for a second time so that the non-shrinkage high-strength concrete fills a space between the steel column and the foundation, and a transition connection portion is formed after a filler is hardened. The technical problem of this part of technology is that the density is not enough, because the process of secondary pouring non-shrinkage high-strength concrete relies on the self-fluidity of this concrete to fill, so there may be air bubbles inside, thus there is the problem of local pressure damage to the concrete part that fills.
Aiming at improving the connection strength of a column base and a foundation, particularly improving the strength of concrete in a secondary pouring process of a joint of the column base and the foundation, the following patent technologies provide partial schemes:
CN 110258609 a discloses a pillar base node structure, which includes: a bearing platform; the bottom plate is used for being connected with the column base of the stand column and is installed on the bearing platform, a slope is formed by downward extension of the bottom plate, the slope is provided with an upward inclined air guide slope surface, a post-pouring gap is formed between the air guide slope surface and the bearing platform, and grouting material is poured into the post-pouring gap. The invention solves the problem of easy incompact filling during secondary pouring of the steel structure column bottom. However, it is undeniable that the implementation of the technology is based on the premise of sacrificing the stability of the column base, specifically, the technology is characterized in that the lower end of the column base is matched with the foundation (a bearing platform) through an arc surface, and particularly, the existence of the arc surface reduces the anti-overturning capacity of the upright column and has the problem of easy instability.
About the power consumption technique of column base, disclose a novel steel construction hinge column base node in CN 107630460A, belong to the steel construction and connect the field. The hinged socle joint includes a reinforced concrete short column; a steel column base bottom plate; the steel column base bottom plate is fixedly connected to the reinforced concrete short column through an anchor bolt; and the rubber pad is arranged between the reinforced concrete short column and the steel column base bottom plate. According to the invention, the bottom surface of the steel column base bottom plate of the rigid-connection base node is added with a layer of rubber pad to release the bending moment at the base node, so that the rigid-connection base node is transformed into a novel steel structure hinged base node, and the novel steel structure hinged base node only bears axial force along the axial direction of a steel column and horizontal shearing force perpendicular to the axial direction of the steel column, and the base node is prevented from bearing the bending moment to influence the stability of a connecting structure.
SUMMERY OF THE UTILITY MODEL
In order to solve the not enough of prior art, the utility model provides a steel construction column base installation node with anti-seismic performance for solve the current not high problem of steel construction column base position joint strength and shock strength.
The utility model provides a technical scheme that its technical problem adopted does:
the steel structure column base mounting node with earthquake resistance comprises a foundation base part and a steel column and is characterized in that,
the foundation part is pre-embedded with ground anchor bolts and ground anchor steel strands;
a welded bottom plate is arranged at the lower end of the steel column, steel ribs are welded on the side surface of the steel column close to the bottom plate, an auxiliary plate is welded between two adjacent and opposite steel ribs, bolt holes are arranged on the periphery of the bottom plate positioned on the periphery of the steel column, anchor pulling holes are arranged on the auxiliary plate,
the ground anchor steel strand penetrates through the anchor pulling hole from bottom to top, then the upper end of the ground anchor steel strand is fixed on the auxiliary plate, and the ground anchor bolt penetrates through the bolt hole, then the upper end of the ground anchor steel strand is fixed on the bottom plate;
and at least in the space region between the foundation base portion and the bottom plate is compacted secondary grouting concrete.
The secondary grouting concrete is non-shrinkage high-strength concrete in a compacted state.
Further, the number of the ground anchor bolts is at least twice that of the ground anchor steel strands.
Furthermore, the lower ends of the steel ribs are welded with the bottom plate, and the positions of the bolt holes are avoided.
Further, the secondary grouted concrete is provided with an elastic lamination 300 at the center, and the lamination is in a pre-pressing state.
Further, the laminate is formed by laminating a steel plate and a rubber layer and vulcanizing the laminate.
The total thickness of the stack was 30 mm.
And reinforcing ribs are arranged between the steel ribs and the auxiliary plate.
The steel column is one of square steel, rectangular steel and I-shaped steel.
The utility model has the advantages that:
the utility model discloses a combination of earth anchor bolt and earth anchor steel strand wires is used, especially after the setting of elasticity lamination, forms to have rigidity and elastic connected node for this node possesses good anti-seismic performance.
The utility model provides a secondary grouting concrete part has closely knit degree after being compacted, is favorable to basic support more, makes the utility model discloses the joint strength has been improved and anti-seismic performance has been improved under the condition that does not increase the cost.
Drawings
Figure 1 prior art solution.
Fig. 2 shows the technical solution of the present invention.
Fig. 3 is a perspective view of the steel column.
Fig. 4 is a perspective view of the steel column.
Fig. 5 is a force analysis of the present invention.
Fig. 6 shows a technical solution of the second embodiment.
In the figure: 100 steel columns, 101 welding,
the bolt holes of the 110 bottom plate, the 111 bolt hole,
120 welding a steel rib,
130 auxiliary plates, 131 non-welding positions, 132 pull anchor holes, 133 reinforcing ribs,
200 foundation base parts, 210 ground anchor bolts, 220 ground anchor steel strands,
300 of the above-mentioned layers are laminated,
400 secondary grouting area.
Detailed Description
The present embodiment will be described in further detail below with reference to the accompanying drawings. Unless otherwise defined, all technical terms used in the present embodiments have the same or similar meaning as commonly understood by one of ordinary skill in the art.
The embodiments of the present technology are described below by specific examples of technical routes, which can be easily understood and implemented by those skilled in the art from the disclosure of the present specification. In addition, various modifications and changes may be made without departing from the spirit of the invention in its aspects based on the details of this description.
First embodiment, referring to fig. 2 to 5, a column base node is provided in this embodiment, the column described in this embodiment refers to a steel column, that is, a steel column of a profiled steel structure, and the section of the steel column 100 is illustrated as a steel column with a rectangular or square section, but, in a broader sense, an i-steel column and a cylindrical steel column are also within the scope of the present technology, that is, referring to fig. 3 and 4, an i-steel column may be used as the steel column, which should be clear.
The foundation base part 200, which is the same as the prior art and adopts a reinforced concrete structure, is generally a part extending from a concrete pile in foundation engineering, that is, the top of a formed and reinforced concrete pile, and in the foundation base part, ground anchor bolts 210 and ground anchor steel strands 220 are pre-embedded, and the ground anchors include foundation bolts and foundation steel strands according to the difference of materials. And foretell earth anchor spare lower extreme has big anchor structure, and is concrete, rag bolt 210 provides rigid connection for the installation of above-mentioned steel column, and rag steel strand wires 220 provide semi-rigid connection for the installation of above-mentioned steel column, and through rigidity, semi-rigid cross fit between the two (rag bolt and rag steel strand wires), accomplish the fixed at the column base position of above-mentioned steel column, form the connected node that has certain anti-seismic performance, this node, in the in-process of implementing, consider the requirement of practicality, strive for the structure succinct, have convenient implementability.
In fig. 2, the reinforcement cage portion of the foundation base portion is omitted from the drawing.
The steel column 100, the main body of which is a square steel column, is generally formed by welding thick steel plates, i.e., one thick steel plate on each side, and is integrally formed by welding 101 at corners, and an illustration of a weld is omitted in fig. 4.
At the lower, i.e., lowermost, end of the steel column 100, a base plate 110 is welded to the foundation portion at the side to be installed and engaged therewith, thereby forming a joint portion which serves as a transition joint for supporting the steel column.
The steel ribs 120 are welded on the lower end of the steel column, or referred to as the lower end of the steel column near the bottom plate, the steel ribs are vertically arranged and exist in pairs, that is, a pair of steel ribs 120 are welded and fixed on each side, an auxiliary plate 130 is welded between two adjacent and opposite steel ribs, the auxiliary plate is welded and connected with the two steel ribs, and no welding structure exists between the auxiliary plate and the surface of the steel column, such as a non-welding position 131 in fig. 3, that is, the auxiliary plate is only welded with the steel ribs at two ends, so that the auxiliary plate forms a long strip with two fixed ends and is a steel plate.
On the bottom plate, the area of the bottom plate 110 is larger than the cross-sectional area of the steel column, and after the bottom plate 110 and the steel column are welded, the bottom surface of the steel column can be plugged to form a closed structure, and a connecting structure can also be formed at the bottom of the steel column. Specifically, the periphery of the bottom plate protrudes out of the periphery of the steel column, and a plurality of bolt holes 111 are formed in the bottom plate, and the bolt holes are upper and lower through holes. Taking fig. 3 and 4 as an example, seven bolt holes 111 are provided on each edge of the base plate, and the seven bolt holes are uniformly arranged. The lower end of the steel rib is welded with the bottom plate, and the position of the bolt hole is avoided.
The auxiliary plate 130 is provided with a pull anchor hole 132, which is connected to a bolt hole below, i.e., for passing the ground strand. That is, one of the seven bolt holes is adapted to pass a steel strand, and the remaining six bolt holes are adapted to fix anchor bolts.
At the bottom of the steel column 100, i.e. the bottom of the bottom plate, there is a laminate 300 of steel and rubber layers, which are laminated, for example, by vulcanization, to form a laminate structure, and the laminate is adhesively secured to the bottom of the steel column, see fig. 4.
In the embodiment, the anticorrosion measures for the steel column and the column base are generally carried out by means of anticorrosion coatings.
The anti-seismic performance of the node shows that when an earthquake occurs, the node structure is subjected to a large earthquake inertia force, a large uplifting force and a large bending moment can be generated at the position of a steel column base node, and the steel column base node can bear the large uplifting force and the large bending moment due to the arranged foundation bolts and the arranged foundation steel stranded wires, particularly due to the existence of the steel stranded wires, the anti-pulling capacity of the node is greatly improved. The horizontal shear forces are mainly borne by the anchor bolts.
And for the bending moment generated at the steel column base node during earthquake, the vibration energy generated at the column base node is further released through the lower lamination, particularly the lamination with certain elasticity. The lamination has stronger deformability, and when the steel structure column base node rotates in the earthquake, the lamination can generate the constraint releasing effect on the rotation of the column base node.
Therefore, after the embodiment is implemented, the problem that the stability of the connecting structure is influenced by the bending moment borne by the column base node in a strong earthquake state can be effectively avoided.
The construction method of the joint is basically the same as the prior art in that firstly, the steel column is manufactured in a factory, subjected to anti-corrosion treatment, transported to a site and hoisted. Secondly, when in site construction, under the hoisting state, the steel strand and the bolt pass through the hole on the steel column, and non-shrinkage high-strength concrete is poured into the space between the foundation base part and the bottom of the steel column, after the poured concrete is solidified for four hours, the hardening strength of the partially poured concrete generally reaches about 80% of the design standard, then the hoisting force is removed, so that the self weight of the steel column acts on the non-shrinkage high-strength concrete which is just poured, under the action of the self weight of the steel column, the concrete is further compacted, the compactness of the concrete in the secondary grouting area 400 is further improved, and the strength of the node is further improved, namely, the concrete density of the secondary grouting area 400 in this embodiment is greater than that of a conventional natural unpressurized state, so that the concrete quality of the area can be further improved. The process is also a part of lamination self-adaptation, namely, after the process, the lamination is in a certain compression state, has internal elastic prestress, and has better anti-seismic performance.
The total thickness of the laminate is about 30 mm, and the laminate is formed by laminating rubber sheets and steel sheets, and the existence pattern of the laminate is shown in fig. 4 by way of example only.
According to the invention, only the steel stranded wires and the laminated design are arranged on the steel column, and extra steel is not added basically, so that the resistance is improved through the effective design, and the construction cost is saved.
Example two
Referring to fig. 6, unlike the first embodiment, on the basis of the first embodiment, a reinforcing rib 133 is added between the steel rib and the corresponding auxiliary plate, that is, the auxiliary plate is reinforced from below, so that the failure of the auxiliary plate can be effectively avoided.
The above-mentioned embodiments are only intended to describe the preferred embodiments of the present invention, but not to limit the scope of the present invention, and those skilled in the art should be able to make various modifications and improvements to the present invention without departing from the spirit of the present invention.
Claims (10)
1. The steel structure column base installation node with the earthquake resistance comprises a foundation part and a steel column, and is characterized in that a ground anchor bolt and a ground anchor steel strand are pre-embedded in the foundation part;
the lower end of the steel column is provided with a welded bottom plate, steel ribs are welded on the side surface of the steel column close to the bottom plate, an auxiliary plate is welded between two adjacent steel ribs, bolt holes are formed in the edge of the bottom plate, anchor pulling holes are formed in the auxiliary plate, the ground anchor steel stranded wires penetrate through the anchor pulling holes from bottom to top and then are fixed to the auxiliary plate, and the ground anchor bolts penetrate through the bolt holes and then are fixed to the bottom plate;
and at least in the space region between the foundation base portion and the bottom plate is compacted secondary grouting concrete.
2. The steel structure column shoe installation node with seismic performance of claim 1, wherein the number of ground anchor bolts is at least twice as many as ground anchor steel strands.
3. The steel structure column base mounting node with earthquake resistance as claimed in claim 1, wherein the lower end of the steel rib is welded with the bottom plate.
4. The steel structure column base installation node with earthquake resistance as claimed in claim 1, wherein the secondary grouting concrete is provided with an elastic lamination layer at the central position, and the lamination layer is in a pre-pressing state.
5. The steel structure column base installation node with earthquake resistance of claim 4, wherein the lamination is formed by laminating and vulcanizing a steel plate and a rubber layer.
6. The steel structural column shoe mounting node with seismic performance of claim 5, wherein said laminations have a total thickness of 30 millimeters.
7. The steel structural column shoe installation node with seismic performance of claim 1, wherein there are reinforcing ribs between said steel ribs and auxiliary plate.
8. The steel structure column base installation node with earthquake resistant performance according to claim 1, wherein the steel column is one of square steel, rectangular steel and I-shaped steel.
9. The steel structure column base installation node with seismic performance of claim 1, wherein the steel column surface is treated with corrosion protection.
10. The steel structure column base installation node with earthquake resistance according to claim 1, wherein the secondary grouted concrete is non-shrinkage high-strength concrete in a compacted state.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020013647.9U CN211597095U (en) | 2020-01-02 | 2020-01-02 | Steel structure column base installation node with anti-seismic performance |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020013647.9U CN211597095U (en) | 2020-01-02 | 2020-01-02 | Steel structure column base installation node with anti-seismic performance |
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| CN211597095U true CN211597095U (en) | 2020-09-29 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117286991A (en) * | 2023-08-30 | 2023-12-26 | 中信建筑设计研究总院有限公司 | Column foot joint connection structure of prefabricated concrete column and construction method |
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2020
- 2020-01-02 CN CN202020013647.9U patent/CN211597095U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117286991A (en) * | 2023-08-30 | 2023-12-26 | 中信建筑设计研究总院有限公司 | Column foot joint connection structure of prefabricated concrete column and construction method |
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Granted publication date: 20200929 Termination date: 20220102 |