CN108625476A - High ferro station steel core concrete column-girder with rolled steel section en cased in concrete node structure - Google Patents

Abstract

The invention discloses a joint structure of concrete-filled steel pipe columns-concrete-steel beams in a high-speed railway station, including concrete-filled steel pipe columns, concrete-steel beams and ring beams; A cross plate and an eight-point plate are arranged in the bottom area of the upper column; an outer ring plate is arranged on the outer wall of the concrete-filled steel tube node column, and the upper flange and the lower flange of the steel concrete beam are respectively connected with the outer ring plate; the web plate of the steel concrete beam and the steel tube concrete Node column connection; inner ring plate, inner diaphragm and inner rib plate are arranged in the steel tube concrete node column; the node structure can effectively reduce the transmission of axial force in the column to the upper column through the inner ring plate, inner diaphragm, and inner rib plate. The shear force in the beam is transmitted to the frame beam, and the joint structure is stabilized after the failure of the structural column, the inner ring plate and the inner rib plate of the inner diaphragm can effectively transmit the axial force and bending moment in the beam, and effectively improve the collapse resistance of the structure.

Description

Concrete Steel Tube Column-Steel Concrete Beam Joint Structure of High-speed Railway Station Building

technical field

The invention relates to the technical field of civil engineering, in particular to a steel pipe concrete column-steel concrete beam node structure for a high-speed railway station building.

Background technique

Modern elevated station buildings are usually long-span frame structures, and the structural columns of the track layer often adopt steel pipe concrete structures. When a train derails and crashes into the elevated station building structure, it is likely to cause the station building to collapse, resulting in heavy casualties and property loss, and the beam-column joints in the station building are the force transmission hubs between the components of the station building. It is very important to study the impact resistance of the joint structure to ensure that the structure does not collapse or suffer brittle failure after being impacted by the train. However, there is very little research on the high-speed lateral impact of the CFST joint in the existing research.

Based on the structural form of the beam, the concrete-filled steel tube beam-column joints are generally divided into concrete-filled steel tube column-reinforced concrete beam joints and concrete-filled steel tube column-steel beam joints. The steel reinforced concrete is to place the steel in the reinforced concrete, so the connection mode of the concrete filled steel tube column-steel concrete beam joint is a combination of the above two joint forms.

The existing structural form of nodes is mainly obtained through the research on the nodes under the action of earthquake, fire and impact, and the impact action only includes the explosion impact and the main and branch pipes of T-shaped intersecting nodes. The structural research of the high-speed lateral impact of a very large object has not been involved. Since the form of the nodes affected by the external force is significantly changed, the existing structure of the nodes in the elevated station building cannot meet the performance of the nodes against the impact of trains. It is prone to collapse or brittle failure after the impact of the train.

Contents of the invention

The purpose of the present invention is to provide a concrete-filled steel tube column-steel concrete beam node structure in a high-speed railway station building to solve the problem that the existing node structure in the existing elevated station building cannot meet the performance of train impact resistance.

The technical scheme of the present invention to solve the above-mentioned technical problems is as follows: the high-speed railway station concrete-filled steel pipe column-steel concrete beam joint structure includes a steel-steel concrete column, a steel-steel concrete beam equally divided along the circumferential direction of the steel-steel concrete column, and a steel-steel concrete beam arranged between the steel-steel concrete column and the steel-concrete beam ring beam between;

The CFST column includes a CFST upper column, a CFST lower column, and a CFST node column located between the CFST upper column and the CFST lower column,

The outer wall of the concrete-filled steel tube node column is provided with an outer ring plate corresponding to the upper flange and the lower flange of the steel concrete beam, and the upper flange and the lower flange of the steel concrete beam are respectively connected to the outer ring plate; the web of the steel concrete beam The slab is connected to the concrete-filled steel tube node column;

The concrete-filled steel pipe node column is provided with an inner ring plate, an inner partition plate and an inner rib plate, the inner ring plate and the outer ring plate are located in the same plane and coaxially arranged, and the inner partition plate is arranged on the upper wing of the steel concrete beam Between the outer ring plate butt jointed by the lower flange and the outer ring plate joined by the lower flange; the inner rib plate is perpendicular to the inner diaphragm and the inner ring plate, and the inner rib plate and the steel beam web are located in the same plane.

Further, a cross board and an eighth board are arranged in the upper column of the steel pipe concrete, and the cross board and the eighth board are arranged coaxially;

Further, the top of the cross board and the eight-point board is provided with a capping board;

Further, the outer wall of the concrete-filled steel tube node column is provided with studs.

Further, reinforcing steel bars are connected between the steel concrete beam and the ring beam.

Further, the thickness of the inner ring plate is consistent with that of the outer ring plate.

The present invention has the following beneficial effects: in the high-speed railway station concrete-filled steel column-steel concrete beam joint structure provided by the present invention, the external reinforcement ring connection mode of the steel-filled steel tubular column joint can effectively improve the impact resistance of the joint; the inner ring plate, the inner partition The slab and inner ribs can effectively reduce the transmission of the axial force in the column to the upper column and the shear force in the beam to the adjacent frame beam; after the structural column fails and stabilizes the node, the inner ring plate, inner diaphragm and inner rib can effectively Transmit the axial force, bending moment and node displacement in the beam, reduce the influence of the core area of the node during the impact of the high-speed railway station concrete-filled steel pipe column-steel concrete beam node during the impact of the train; the final failure mode of the node after the impact of the train They are all sheared at the intersection with the outer ring plate, and have little impact on the core area of the node beam-column connection, ensuring that the node can continue to work, improving the impact resistance and collapse resistance of the node; ensuring that the node beam is affected by the impact After redistribution of internal force in the column, a stable state is reached, and the station building structure does not collapse.

Description of drawings

Fig. 1 is the schematic diagram of cross-sectional structure of the present invention;

Fig. 2 is A-A schematic diagram among Fig. 1;

Fig. 3 is the structural representation of each steel plate among the present invention;

Figure 4a is a schematic diagram of the position of the cross-section of the middle beam of the present invention;

Fig. 4b is a schematic diagram of the section position of the node column in the present invention;

Figure 5a is a schematic diagram of the stress of the steel beam at node A and the internal steel members in the core area of the node;

Figure 5b is a schematic diagram of the stress of the steel beams at node E and the internal steel members in the core area of the node;

Figure 6a is a schematic diagram of the axial stress of the steel bars in the steel beam and the ring beam at node A;

Figure 6b is a schematic diagram of the axial stress of the steel bars in the steel beam and the ring beam at the E node;

Figure 7a is a schematic diagram of the plastic strain comparison of the steel beam at node A and the core area of the node;

Figure 7b is a schematic diagram of the plastic strain comparison inside the steel beam of the E node and the core area of the node;

Fig. 8a is a schematic diagram of the axial force comparison of the column section at the core area of the node at the section 1 of the node A-E;

Figure 8b is a schematic diagram of the comparison of the axial force of the column section at the core area of the node at the section 2 of the node A-E;

Figure 8c is a schematic diagram of the comparison of the axial force of the column section at the core area of the node at the section 3 of the node A-E;

Figure 9a is a schematic diagram of the comparison of axial force in the beam at section 1 of node A-E;

Figure 9b is a schematic diagram of the comparison of axial force in the beam at section 2 of node A-E;

Figure 9c is a schematic diagram of the comparison of axial force in the beam at section 3 of node A-E;

Figure 9d is a schematic diagram of the comparison of the axial force in the beam at 4 sections of the node A-E;

Figure 10a is a schematic diagram of the comparison of internal shear force of the beam at section 1 of node A-E;

Figure 10b is a schematic diagram of the comparison of the internal shear force of the beam at the section 2 of node A-E;

Figure 10c is a schematic diagram of the comparison of the internal shear force of the beam at the section 3 of the node A-E;

Figure 10d is a schematic diagram of the comparison of the internal shear force of the beam at the 4 sections of the node A-E;

Figure 11a is a schematic diagram of the comparison of the internal bending moment of the beam at section 1 of node A-E;

Figure 11b is a schematic diagram of the comparison of the internal bending moment of the beam at section 2 of node A-E;

Figure 11c is a schematic diagram of the comparison of the internal bending moment of the beam at the section 3 of the node A-E;

Figure 11d is a schematic diagram of the comparison of the internal bending moment of the beam at 4 sections of the node A-E;

Figure 12a is a schematic diagram of the bottom corner comparison of nodes A-E;

Figure 12b is a schematic diagram of the comparison of top corners of nodes A-E;

Figure 13 is a schematic diagram of the vertical displacement comparison of nodes A-E;

The reference signs shown in Figures 1 to 13 are respectively represented as: 1-concrete steel pipe column, 2-concrete steel beam, 3-ring beam, 4-concrete steel pipe upper column, 5-concrete steel pipe lower column, 6-concrete steel pipe concrete Node column, 10-outer ring plate, 11-inner ring plate, 12-inner partition, 13-inner rib plate, 7-cross plate, 8-eighth plate, 9-capping plate, 14-bolt, 15- Reinforced steel bars.

Detailed ways

The principles and features of the present invention are described below in conjunction with the accompanying drawings, and the examples given are only used to explain the present invention, and are not intended to limit the scope of the present invention.

As shown in Fig. 1 to Fig. 3, the joint structure of CFST column-SRC beam in the high-speed railway station building includes CFST column 1, CFST beam 2 equally divided along the circumferential direction of CFST column 1, and the CFST column 1 and CFST Ring beam 3 between beams 2. There are four steel-steel concrete beams 2, which are evenly arranged on the steel pipe concrete column 1; the steel-steel concrete beam 2 includes an upper flange 201, a lower flange 202 and a web between the upper flange 201 and the lower flange 202 203. The steel pipe concrete column 1 is composed of steel pipes and concrete poured in the steel pipes, and the steel concrete beam 2 is composed of steel frame beams poured with concrete.

The steel tube concrete column 1 includes a steel tube concrete upper column 4 , a steel tube concrete lower column 5 and a steel tube concrete node column 6 located between the steel tube concrete upper column 4 and the steel tube concrete lower column 5 .

The outer wall of the steel pipe concrete node column 6 is provided with an outer ring plate 10 corresponding to the upper flange 201 and the lower flange 202 of the steel concrete beam 2 respectively, and the upper flange 201 and the lower flange 202 of the steel concrete beam 2 are respectively connected to the outer ring plate 10 Butt connection; the web of the steel concrete beam 2 is connected to the steel tube concrete node column 6 . The concrete-filled steel tube node column 6 and the steel concrete beam 2 are connected by an external reinforced ring, which effectively improves the impact resistance of the node. The inner bending moment of the beam is transmitted through the outer ring plate 10. The upper outer ring corresponds to the upper flange, and the lower outer ring corresponds to the lower flange. An inner rib 13 is arranged between the upper and lower outer ring plates 10. to transmit the shear force.

The concrete-filled steel tube node column 6 is provided with an inner ring plate 11, an inner partition plate 12, and an inner rib plate 13. The inner ring plate 11 and the outer ring plate 10 are located on the same plane and coaxially arranged. Between the outer ring plate 10 where the upper flange of the shaped steel concrete beam 2 is butted and the outer ring plate 10 where the lower flange is butt joint; the inner ribs 13 are respectively arranged between adjacent inner partitions 12 and adjacent inner ring plates 11 ; The inner rib 13 is perpendicular to the inner partition 12 and the inner ring plate 11, and the inner rib 13 and the steel beam web are located in the same plane. The inner ring plate 11, the inner partition plate 12 and the inner rib plate 13 can effectively reduce the transmission of the axial force in the column to the upper column, and the transmission of the shear force in the beam to the adjacent frame beam, and strengthen the impact resistance of the node structure. After the joint is stabilized after the failure of the structural column, the inner ring plate 11, the inner diaphragm 12, and the inner rib plate 13 can effectively transmit the axial force, bending moment and node displacement in the beam, and the inner ring plate 11 has a significant effect on the transmission of the bending moment in the beam . The inner ring plate 11 is the same thickness as the outer ring plate 10, and the inner rib plate 13 is set as an inner rib plate of a corresponding height in the steel tube concrete column 1 according to the position of the inner ring plate 11, the inner partition plate 12 and the distance between each plate 13, and in the same plane as the steel beam web.

In order to strengthen the structural strength of the steel tube concrete upper column 4; in the present invention, the steel tube concrete upper column 4 is provided with a cross plate 7 and an eighth plate 8, and the cross plate 7 and the eighth plate 8 are coaxially arranged; the cross plate 7 and eight The top of the sub-board 8 is provided with a capping board 9 . The upper column 4 of the concrete filled steel tube is fixed by the structure of the eight-point plate 8 and the cross plate 7, and the structural strength is strengthened to connect it with the structural column of the track layer. The core area of the node is closed by the capping plate 9 to protect the internal concrete and various components.

During construction, concrete is first poured into the inner cavity of the steel pipe to form a concrete column, and an eighth plate 8 and a cross plate 7 are arranged at the upper part of the outer wall of the steel pipe; an outer ring plate 10, an inner ring plate 11, an inner After the partition plate 12 and inner rib plate 13 are connected, the upper and lower flanges of the section steel are respectively connected with the upper and lower outer ring plates 10 of the pipe wall, and the web plate of the section steel, the inner vertical rib plate and the outer wall of the steel pipe are connected. After the steel pipe is connected with the steel pipe, the concrete is poured to form a steel pipe concrete column-steel concrete beam joint.

In order to improve the connection stability between the steel concrete beam 2 and the ring beam 3, in the present invention, a reinforcing steel bar 15 is connected between the steel concrete beam 2 and the ring beam 3, and studs 14 are arranged on the outer wall of the steel tube concrete node column.

In order to further prove the impact resistance of the steel pipe concrete column-steel concrete beam joint structure provided by the present invention, from the joint failure mode, the joint stress and strain, the comparison of the axial force of the joint column section, the axial force of the beam section in the joint core area, the shear force, Bending moment comparison and five aspects of node displacement are analyzed. In order to more clearly show the impact resistance of the node structure, five groups of node comparisons are carried out on the basis of the node structure of the present invention, as shown in Table 1 below;

Table 1 Node internal structure information

In order to facilitate the analysis of the internal force of the cross-sectional area of each beam-column in the core area of the joint, the cross-sectional positions of the beam-column are numbered as shown in Figure 4a, and the cross-sections of various steel beams close to the joint are selected. As shown in Figure 4b, three sections at different positions of the node column are selected, namely, section 1 at the top of the node column, section 2 at the middle of the node column, and section 3 at the bottom of the node column.

(1) Node failure modal analysis

When the connection of beam-column joints adopts the connection method of outer ring plate 10, even if there are no structural measures of inner ring plate 11, inner partition plate 12, and inner rib plate 13 inside the node, the damage of the node column has gone through three stages. The stage is: the train contacts the structural column to the node column with small deformation and bending; the second stage is: the structural column at the impact position is completely sheared; the third stage is: the intersection of the structural column and the outer ring plate at the bottom of the node is sheared again, and The impact on the core area connected by node columns is small. Therefore, the external reinforcement ring connection method of CFST column joints can effectively improve the impact resistance of joints.

(2) Nodal stress and strain

The stress and strain of nodes B, C, and D are between the stress and strain of nodes A and E, so only nodes A and E are analyzed, as shown in Figure 5a and Figure 5b, the stress on node E is affected by the impact load The impact is greater than that of node A. As shown in Figure 6a and Figure 6b, the steel bars at node A mainly yield in tension in the longitudinal tendons within a small range near the core area of the node, while at node E, except for the tensile yielding of the upper and lower longitudinal bars in the beam perpendicular to the direction of the track, parallel Most of the reinforcement in the track direction beam also yielded in tension. As shown in Figure 7a and Figure 7b, the range of plastic strain in the E-node beam is larger than that in the A-node beam.

In summary, when the structural measures of inner ring plate 11, inner diaphragm 12, and inner rib plate 13 are adopted inside the node, the stress and strain of the node can be effectively reduced, thus proving that the inner ring plate 11, inner diaphragm 12, inner rib The plate 13 can significantly improve the anti-shock performance of the node.

(3) Comparison of axial force of node column section

As shown in Figure 8a, Figure 8b, and Figure 8c, it can be concluded that the impact effect received by section 3 is greater than that of sections 1 and 2. Effectively reduce the internal axial force of the node column before and after the impact. It can be seen that when different structural measures are taken inside the joint, the axial force in the joint column after the impact can be reduced to a large extent, but the difference in impact is small.

(4) Comparison of axial force, shear force and bending moment of the beam section in the core area of the joint

As shown in Figure 9a, Figure 9b, Figure 9c, and Figure 9d, after the nodes are stabilized under the impact, the axial forces of nodes A, B, C, and D are larger than those of node E. The joints can effectively transmit the axial force in the beam, so as to make full use of the materials in the beam and reduce the damage of the joints. As shown in Figure 10a, Figure 10b, Figure 10c, and Figure 10d, after the nodes are impacted, the shear force of nodes A, B, C, and D is much smaller than that of node E, and the internal structural measures of the nodes can effectively reduce the Internal shear. It can be seen from Fig. 11a, Fig. 11b, Fig. 11c, and Fig. 11d that the B joint, that is, the joint without the inner ring plate 11, is much smaller than the inner bending moment of the beam at the node with other internal structural measures, which shows that the inner ring plate 11 can hold the structural column The bending moment after the impact is effectively transmitted to the beam, so that the material in the beam can be fully utilized.

In summary, the inner ring plate 11, the inner diaphragm 12, and the inner rib 13 can effectively reduce the transmission of the internal shear force of the beam to the adjacent frame beam; 12. The inner rib plate 13 can effectively transmit the internal axial force and bending moment of the beam, and the inner ring plate 11 has a remarkable transmission effect on the internal bending moment of the beam.

(5) Node displacement

As shown in Figure 12a, Figure 12b, and Figure 13, when the structural measures of the inner ring plate 11, the inner partition plate 12, and the inner rib plate 13 work together, the joint rotation angle and the vertical displacement of the joint can be effectively reduced.

Through the above analysis, it can be seen that the concrete-filled steel tube column-steel concrete beam joint is an important force transmission hub between the station building components, and the final failure mode of the joint structure after the impact of the train is sheared at the intersection with the outer ring plate 10, while The impact on the core area of the node beam-column connection is small, which ensures that the node can continue to work, and improves the impact resistance and collapse resistance of the node; 13 can effectively reduce the transmission of the axial force in the column to the upper column and the transmission of the shear force in the beam to the adjacent frame beam, and after the structural column fails and stabilizes the nodes, the inner ring plate 11, the inner partition plate 12 and the inner rib plate 13 can effectively Transmitting the axial force and bending moment in the beam can improve the collapse resistance of the structure.

The above descriptions are only preferred embodiments of the present invention, and are not intended to limit the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention shall be included in the protection of the present invention. within range.

Claims (6)

1. High-speed railway station concrete-filled steel tube column-steel concrete beam joint structure, characterized in that it comprises a steel-filled steel tube concrete column (1), a steel-steel concrete beam (2) equally divided along the circumferential direction of the steel tube concrete column (1), and a steel tube concrete column ( 1) and the ring beam (3) between the steel concrete beam (2); the steel concrete beam (2) includes an upper flange (201), a lower flange (202) and an upper flange (201) and the web (203) between the lower flanges (202); The concrete-filled steel tube column (1) includes a concrete-filled steel tube upper column (4), a lower concrete-filled steel tube column (5), and a concrete-filled steel tube node column (6) located between the upper concrete-filled steel tube column (4) and the lower concrete-filled steel tube column (5); The outer wall of the concrete-filled steel tube node column (6) is provided with an outer ring plate (10) respectively docked with the upper flange (201) and the lower flange (202) of the steel concrete beam (2), and the steel concrete beam (2) The web plate (203) of the steel tube concrete node column (6) is connected; The steel pipe concrete node column (6) is provided with an inner ring plate (11), an inner partition plate (12) and an inner rib plate (13), and the inner ring plate (11) and the outer ring plate (10) are located at the same In-plane and coaxially arranged; the inner partition (12) and the inner rib (13) are respectively arranged on the outer ring plate (10) and the lower flange which are docked with the upper flange (201) of the steel concrete beam (2) (202) between the docked outer ring plates (10), and the inner ribs (13) are perpendicular to the inner diaphragm (12) and the inner ring plate (11), and the inner ribs (13) and The webs of the steel concrete beams (2) are located in the same plane. 2. The concrete-filled steel tube column-concrete steel beam joint structure of the high-speed railway station building according to claim 1, wherein a cross plate (7) and an eighth plate (8) are arranged in the upper column (4) of the steel tube concrete , and the cross plate (7) and the eighth plate (8) are arranged coaxially. 3. The concrete-filled steel tube column-steel concrete beam joint structure of the high-speed railway station building according to claim 2, characterized in that a capping plate (9) is provided at the top of the cross plate (7) and the eighth plate (8). 4. The high-speed railway station concrete-filled steel pipe column-steel concrete beam joint structure according to claim 3, characterized in that the thickness of the inner ring plate (11) is the same as that of the outer ring plate (10). 5. The concrete-filled steel tube column-concrete steel beam node structure of a high-speed railway station building according to any one of claims 1 to 4, characterized in that, the outer wall of the concrete-filled steel tube node column (6) is provided with studs (14). 6. The concrete-filled steel pipe column-steel concrete beam joint structure of the high-speed railway station building according to claim 5, characterized in that, a reinforcement bar (15) is connected between the steel concrete beam (2) and the ring beam (3).