A connecting joint structure of a steel pipe concrete column and a prefabricated concrete beam

Abstract

The utility model provides a kind of connecting joint structure of steel pipe concrete column and prefabricated concrete beam, and the connecting structure includes steel pipe concrete column and prefabricated concrete beam, steel pipe concrete column side is provided with slot, and steel pipe concrete column side wall is surrounded to form reinforcing steel bar insertion cavity.Prefabricated concrete beam's beam upper reinforcement and beam lower reinforcement end are respectively bent to form upper insertion section and lower insertion section, and are inserted into reinforcing steel bar insertion cavity;Beam lower reinforcement is disconnected at lower insertion section and is connected by nut.Prefabricated beam concrete end and slot gap cast cast-in-place section concrete, and reinforcing steel bar insertion cavity and gap fill high-strength low-shrinkage concrete.The utility model is inserted into slot type connection and reinforcing steel bar bending insertion, avoids steel pipe opening, strengthens the integrity and rigidity of node, improves internal force transmission reliability and seismic performance;Meanwhile, degree of assembly is high, and construction is convenient, effectively reduces the on-site welding work and construction difficulty, and it is applicable to high-rise and super high-rise building.

Description

Technical Field

[0001] This utility model belongs to the field of building engineering technology, and in particular to a connection node structure between a steel pipe concrete column and a precast concrete beam. Background Technology

[0002] With the continuous improvement of my country's construction industrialization level, prefabricated building structural systems have been widely used. Steel-concrete composite structures, due to their combined advantages of rapid steel structure construction and the high rigidity and good fire resistance of concrete structures, have become the mainstream structural form in high-rise and super high-rise buildings. Steel-concrete composite structures, as an important form of steel-concrete composite structures, have their core concrete under triaxial compression under the constraint of the steel tube, significantly improving the load-bearing capacity and deformation performance of the components. Currently, precast concrete components are mostly used for frame beams. However, due to the complex stress in the beam-column joint area, especially the need for the upper beam reinforcement to withstand a large negative bending moment, this area requires dense reinforcement, numerous rows of reinforcement, and small spacing. Furthermore, the joint construction must meet the design principle of strong joints and weak members under high seismic fortification requirements, and the special requirements of precast assembly construction for the convenience and reliability of joint connections make the efficient connection between precast concrete beams and steel-concrete composite columns a technical challenge in such projects.

[0003] The commonly used connection methods in current engineering projects mainly include ring beam type, through-longitudinal reinforcement type, and corbel type. Ring beam type connection anchors the beam reinforcement by setting up a concrete ring beam around the steel pipe, but the cooperative performance between the ring beam and the steel pipe is poor, affecting the reliability of the internal force transmission at the joint. Through-longitudinal reinforcement type connection requires openings in the steel pipe column wall to allow the beam longitudinal reinforcement to pass through, which not only weakens the restraint effect of the steel pipe on the core concrete, but also leads to discontinuity of the column in the joint area, making it difficult to meet the design requirements of rigid joints. Corbel type connection uses steel corbels welded to the outer wall of the steel pipe to support the beam, but it has problems such as large steel consumption and heavy on-site welding work. Moreover, when the beam longitudinal reinforcement and corbel are connected by welding, the construction quality is difficult to guarantee, affecting the seismic performance of the joint.

[0004] In summary, developing a novel connection structure suitable for steel-concrete composite columns and precast concrete beams, while ensuring the reliability of internal force transmission, bending and shear bearing capacity, and seismic performance, has become a key technical problem that urgently needs to be solved by those skilled in the art. Utility Model Content

[0005] The purpose of this invention is to provide a connection node structure between a steel-concrete composite column and a precast concrete beam, in order to solve the technical problems of complex connection, insufficient seismic performance, and low construction efficiency of traditional node structures.

[0006] To achieve the above objectives, the present invention adopts the following technical solution.

[0007] A connection node structure between a steel-concrete composite column and a precast concrete beam includes a steel-concrete composite column and a precast concrete beam; the precast concrete beam includes upper beam reinforcement, lower beam reinforcement, stirrups, and precast concrete; a slot is provided on the side of the steel-concrete composite column at the connection position corresponding to the precast concrete beam; the slot and the side wall of the steel-concrete composite column together form a reinforcement insertion cavity; the precast concrete beam is located near the slot, and the upper and lower beam reinforcements in the precast concrete beam extend beyond the corresponding side of the precast concrete beam near the slot. The upper reinforcing bars of the beam are located above the slot, and the lower reinforcing bars are located below the slot. Stirrups are installed on the portions of the upper and lower reinforcing bars that extend beyond the precast concrete. The portion of the upper reinforcing bars extending beyond the precast concrete is bent downwards near the end to form an upper insertion section. This upper insertion section is inserted into the cavity from the top of the reinforcing bar insertion chamber. The portion of the lower reinforcing bars extending beyond the precast concrete is bent upwards near the end to form a lower insertion section. The lower reinforcing bars are broken near the lower insertion section, the break dividing the lower reinforcing bars into a broken section and the main body of the lower reinforcing bars. The broken section is connected to the main body of the lower reinforcing bars by a nut. The lower insertion section is inserted into the cavity from the bottom of the reinforcing bar insertion chamber. The gap between the end of the precast beam concrete and the slot is filled with cast-in-place concrete; the gap between the cast-in-place concrete and the steel pipe concrete column, as well as the cavity of the rebar splice, is filled with high-strength, low-shrinkage concrete.

[0008] Preferably, the steel-concrete composite column comprises a steel pipe and column concrete; the horizontal cross-section of the steel pipe is rectangular; internal stiffening ribs are provided inside the steel pipe; the horizontal cross-section of the internal stiffening ribs is cross-shaped, and the four ends of the internal stiffening ribs are welded to the four side walls of the steel pipe respectively; the column concrete is poured inside the steel pipe.

[0009] Preferably, the horizontal cross-section of the slot is U-shaped, and the U-shaped opening of the slot faces the side of the steel-concrete composite column; the two vertical sides of the slot are welded to the sidewall of the steel-concrete composite column.

[0010] Preferably, an internal stiffening rib is provided in the rebar insertion cavity; one or more internal stiffening ribs are provided to divide the rebar insertion cavity into multiple insertion cavity units; the internal stiffening ribs are arranged laterally in the rebar insertion cavity, one vertical side of the internal stiffening rib is welded to the steel pipe concrete column, and the other vertical side of the internal stiffening rib is welded to the side wall of the slot.

[0011] Preferably, an external stiffening rib is provided on the outer side of the sidewall away from the steel pipe concrete column of the slot; the external stiffening rib is arranged laterally on the outside of the slot, and one vertical side of the external stiffening rib is welded to the slot.

[0012] Preferably, studs are provided on the opposite sides of the external stiffening ribs.

[0013] Preferably, a shear groove is provided on the end face of the precast concrete beam near the steel tube concrete column; the shear groove is provided along the vertical axis of the end face of the precast concrete beam, and a gap is left between the top of the shear groove and the top surface of the precast concrete beam, and a gap is left between the bottom of the shear groove and the bottom surface of the precast concrete beam.

[0014] Compared with the prior art, the present invention has the following features and beneficial effects.

[0015] 1. In the connection structure between the steel-concrete composite column and the precast concrete beam provided by this utility model, a slot with stiffening ribs is set in the column body, and the end of the upper reinforcing bar of the beam is bent at 90° and directly inserted into the slot, followed by the pouring of high-strength, low-shrinkage concrete to complete the anchorage. This connection method avoids opening holes in the steel-concrete composite column wall, ensuring the integrity of the steel pipe and its restraining effect on the core concrete; the high-strength, low-shrinkage concrete filled in the slot has excellent ductility and bonding properties, ensuring the effective transfer of bending moment at the beam end; at the same time, it greatly simplifies the on-site reinforcement anchorage operation, avoids a large amount of on-site welding work, and significantly improves construction efficiency and quality reliability.

[0016] 2. This utility model features an innovative structure for the lower reinforcing bars of the beam, employing a bent-and-bolted connection: the reinforcing bars are broken at the bend and connected by high-strength bolts, ensuring the continuity of force transmission and effectively solving the problem of insufficient anchorage space for large-diameter reinforcing bars in the joint area. Compared with traditional welding connections, this mechanical connection method is convenient to construct, requires no professional welders or welding equipment, is unaffected by weather conditions, provides stable and reliable connection quality, and significantly reduces on-site work time and labor intensity, meeting the development requirements of prefabricated construction.

[0017] 3. This utility model achieves holistic operation of the joint area through innovative segmented casting technology and trapezoidal shear groove design. The synergistic work of the shear groove and stiffening ribs significantly improves the shear bearing capacity of the joint; the segmented casting technology ensures the bonding quality of the interface between the old and new concrete, avoiding the formation of weak surfaces. This structure not only guarantees the mechanical properties of the joint under the combined action of bending moment, shear force, and axial force, but also gives the joint excellent ductility and energy dissipation capacity, meeting high seismic fortification requirements. Simultaneously, all major operations of this connection structure can be prefabricated in the factory, requiring only simple hoisting and concrete pouring on site, greatly reducing on-site construction difficulty and time, truly realizing the design concept of "strong joint," and providing reliable technical support for the widespread application of steel-concrete composite column-precast concrete beam structures. Attached Figure Description

[0018] The present invention will now be described in further detail with reference to the accompanying drawings.

[0019] Figure 1 This is a structural schematic diagram of the connection node structure between the steel tube concrete column and the precast concrete beam of this utility model.

[0020] Figure 2 This is a schematic diagram of the elevation structure of the upper and lower insertion sections of this utility model inserted into the steel bar insertion cavity.

[0021] Figure 3 This is a schematic diagram of the planar structure of the upper and lower insertion sections of this utility model, which are inserted into the steel bar insertion cavity.

[0022] Figure 4 This is a schematic diagram of the structure of the slot in this utility model, which is provided with internal stiffening ribs and external stiffening ribs.

[0023] Figure reference numerals: 1 - Concrete-filled steel tube column, 1.1 - Steel tube, 1.2 - Column concrete, 1.3 - Internal stiffening rib of column, 2 - Slot, 3 - Precast concrete beam, 3.1 - Upper reinforcement of beam, 3.2 - Lower reinforcement of beam, 3.2.1 - Disconnected section, 3.2.2 - Main body of lower reinforcement of beam, 3.3 - Stirrup, 3.4 - Precast beam concrete, 3.5 - Cast-in-place concrete section, 4 - Reinforcement splice cavity, 4.1 - Splice cavity unit, 5 - Upper splice section, 6 - Lower splice section, 7 - High-strength low-shrinkage concrete, 8 - Nut, 9 - Internal stiffening rib, 10 - External stiffening rib, 11 - Stud, 12 - Shear groove. Detailed Implementation

[0024] A connection node structure between a steel-concrete composite column and a precast concrete beam includes a steel-concrete composite column 1 and a precast concrete beam 3; the precast concrete beam 3 includes upper beam reinforcement 3.1, lower beam reinforcement 3.2, stirrups 3.3, and precast concrete 3.4; characterized in that: a slot 2 is provided on the side of the steel-concrete composite column 1 at the connection position corresponding to the precast concrete beam 3; the slot 2 and the side wall of the steel-concrete composite column 1 together form a reinforcement insertion cavity 4; the precast concrete beam 3 is located near the slot 2, and the upper beam reinforcement 3.1 and the lower beam reinforcement 3.2 of the precast concrete beam 3 extend beyond the side of the precast concrete 3.4 near the slot 2; The upper beam reinforcement 3.1 is located above the slot 2, and the lower beam reinforcement 3.2 is located below the slot 2. Stirrups 3.3 are installed on the portions of the upper beam reinforcement 3.1 and the lower beam reinforcement 3.2 that extend beyond the precast beam concrete 3.4. The portion of the upper beam reinforcement 3.1 extending beyond the precast beam concrete 3.4 is bent downwards near its end to form an upper insertion section 5. The upper insertion section 5 is inserted into the cavity from the top of the reinforcement insertion cavity 4. The portion of the lower beam reinforcement 3.2 extending beyond the precast beam concrete 3.4 is bent upwards near its end to form a lower insertion section 6. The lower beam reinforcement 3.2 is broken near the lower insertion section 6, the break dividing it into a broken section 3.2.1 and a main body 3.2.2. The broken section 3.2.1 and the main body 3.2.2 are connected by a nut 8. The lower insertion section 6 is inserted into the cavity from the bottom of the reinforcement insertion cavity 4. The gap between the end of the precast beam concrete 3.4 and the slot 2 is filled with cast-in-place concrete 3.5; the gap between the cast-in-place concrete 3.5 and the steel pipe concrete column 1 and the cavity of the rebar splice 4 are filled with high-strength low-shrinkage concrete 7.

[0025] In this embodiment, the steel-concrete composite column 1 includes a steel pipe 1.1 and column concrete 1.2; the horizontal cross-section of the steel pipe 1.1 is rectangular; internal stiffening ribs 1.3 are provided inside the steel pipe 1.1; the horizontal cross-section of the internal stiffening ribs 1.3 is cross-shaped, and the four ends of the internal stiffening ribs 1.3 are welded to the four side walls of the steel pipe 1.1 respectively; the column concrete 1.2 is poured inside the steel pipe 1.1.

[0026] In this embodiment, the internal stiffening rib 1.3 includes longitudinal stiffening ribs and transverse stiffening ribs.

[0027] In this embodiment, the horizontal cross-section of the slot 2 is U-shaped, and the U-shaped opening of the slot 2 faces the side of the steel pipe concrete column 1; the two vertical sides of the slot 2 are welded to the side wall of the steel pipe concrete column 1.

[0028] In this embodiment, an internal stiffening rib 9 is provided in the rebar insertion cavity 4; one or more internal stiffening ribs 9 are provided to divide the rebar insertion cavity 4 into multiple insertion cavity units 4.1; the internal stiffening rib 9 is arranged laterally in the rebar insertion cavity 4, one vertical side of the internal stiffening rib 9 is welded to the steel pipe concrete column 1, and the other vertical side of the internal stiffening rib 9 is welded to the side wall of the slot 2.

[0029] In this embodiment, the high-strength low-shrinkage concrete 7 is a high-strength low-shrinkage concrete mixed with polyethylene fiber and steel fiber.

[0030] In this embodiment, an external stiffening rib 10 is provided on the outer side of the side wall of the slot 2 away from the steel pipe concrete column 1; the external stiffening rib 10 is arranged laterally on the outer side of the slot 2, and one vertical side of the external stiffening rib 10 is welded to the slot 2.

[0031] In this embodiment, the precast concrete beam 3 is a beam with two-stage concrete pouring; the first pouring is precast beam concrete 3.4, the front side of which contacts the rear end of the external stiffening rib 10. This part of the beam is precast and has a shear groove 12. The second pouring is cast-in-place concrete 3.5, located between the front side of the shear groove 12 and the rear side of the slot 2, enclosing the external stiffening rib 10; the high-strength, low-shrinkage concrete 7 is poured at the position between the slot 2 and the steel-concrete composite column 1, connecting the cast-in-place concrete 3.5 to the steel-concrete composite column 1; the side closer to the steel-concrete composite column 1 is defined as the front side, and the side farther from the steel-concrete composite column 1 is defined as the rear side.

[0032] In this embodiment, studs 11 are provided on the opposite sides of the external stiffening ribs 10.

[0033] In this embodiment, a shear groove 12 is provided on the end face of the precast concrete beam 3.4 near the steel pipe concrete column 1; the shear groove 12 is arranged along the vertical axis of the end face of the precast concrete beam 3.4, and a gap is left between the top of the shear groove 12 and the top surface of the precast concrete beam 3.4, and a gap is left between the bottom of the shear groove 12 and the bottom surface of the precast concrete beam 3.4.

[0034] In this embodiment, the shear groove 12 is set during the pouring of the precast beam concrete 3.4 and is set in a trapezoidal shape.

[0035] The construction method for this connection node structure between the steel-concrete composite column and the precast concrete beam includes the following steps.

[0036] Step 1: Prefabricate slot 2, and simultaneously connect internal stiffening rib 9 and external stiffening rib 10.

[0037] Step 2: Install slot 2 on the side of the steel-concrete column 1 near the precast concrete beam 3. Slot 2 is located between the upper reinforcing bar 3.1 and the lower reinforcing bar 3.2 of the precast concrete beam 3 to be connected. Step 3: Bend the upper reinforcing bars 3.1 and the lower reinforcing bars 3.2 of the precast concrete beam 3, as well as the parts that extend beyond the precast concrete beam 3.4, to form the upper splice section 5 and the lower splice section 6. Step 4: Cut the lower reinforcement 3.2 of the beam near the lower splice section 6 to form the cut section 3.2.1 and the main body of the lower reinforcement 3.2.2 of the beam; Step 5: Hoist the precast concrete beam 3 into place, so that the upper steel bars 3.1 of the beam are inserted into the slot 2; Step 6: Insert the broken section 3.2.1 into the slot 2 and connect it to the main body of the lower reinforcement of the beam 3.2.2 through the nut 8; Step 7: Formwork erection; Step 8: Cast-in-place concrete 3.5 is poured into the gap between the end of the precast beam concrete 3.4 and the slot 2. High-strength, low-shrinkage concrete 7 is poured into the cavity of the reinforcing bar splice cavity 4 and the gap between the cast-in-place concrete 3.5 and the steel pipe concrete column 1. The construction is now complete.

[0038] The above embodiments are not exhaustive examples of specific implementation methods, and other embodiments may also exist. The purpose of the above embodiments is to illustrate the present utility model, rather than to limit the protection scope of the present utility model. All applications derived from simple variations of the present utility model fall within the protection scope of the present utility model.

Claims

1. A connection node structure between a steel-concrete composite column and a precast concrete beam, comprising a steel-concrete composite column (1) and a precast concrete beam (3); wherein the precast concrete beam (3) comprises upper beam reinforcement (3.1), lower beam reinforcement (3.2), stirrups (3.3), and precast beam concrete (3.4); characterized in that: A slot (2) is provided on the side of the steel-concrete column (1) at the connection position corresponding to the precast concrete beam (3); the slot (2) and the side wall of the steel-concrete column (1) together form a steel bar insertion cavity (4); the precast concrete beam (3) is located near the slot (2), and the upper steel bar (3.1) and lower steel bar (3.2) of the precast concrete beam (3) extend beyond the side of the precast concrete beam (3.4) near the slot (2); The upper beam reinforcement (3.1) is located above the slot (2), and the lower beam reinforcement (3.2) is located below the slot (2); the upper beam reinforcement (3.1) and the lower beam reinforcement (3.2) are reinforced with stirrups (3.3) at the points where they extend beyond the precast beam concrete (3.4); the portion of the upper beam reinforcement (3.1) extending beyond the precast beam concrete (3.4) is bent downwards near the end to form an upper insertion section (5); the upper insertion section (5) is inserted into the cavity from the top of the reinforcement insertion cavity (4); the lower beam reinforcement... The portion of the reinforcing bar (3.2) extending beyond the precast beam concrete (3.4) is bent upwards near the end to form a lower insertion section (6); the lower reinforcing bar (3.2) of the beam is broken near the lower insertion section (6), and the break divides the lower reinforcing bar (3.2) of the beam into a broken section (3.2.1) and the main body of the lower reinforcing bar (3.2.2); the broken section (3.2.1) and the main body of the lower reinforcing bar (3.2.2) of the beam are connected by a nut (8); the lower insertion section (6) is inserted into the cavity from the bottom of the reinforcing bar insertion cavity (4); The gap between the end of the precast beam concrete (3.4) and the slot (2) is filled with cast-in-place concrete (3.5); the gap between the cast-in-place concrete (3.5) and the steel pipe concrete column (1) and the cavity of the reinforcing bar splice cavity (4) is filled with high-strength low-shrinkage concrete (7).

2. The connection node structure between the steel-concrete composite column and the precast concrete beam according to claim 1, characterized in that: The steel-concrete composite column (1) includes a steel pipe (1.1) and column concrete (1.2); the horizontal cross-section of the steel pipe (1.1) is rectangular; internal stiffening ribs (1.3) are provided inside the steel pipe (1.1); the horizontal cross-section of the internal stiffening ribs (1.3) is cross-shaped, and the four ends of the internal stiffening ribs (1.3) are welded to the four side walls of the steel pipe (1.1); the column concrete (1.2) is poured inside the steel pipe (1.1).

3. The connection node structure between the steel-concrete composite column and the precast concrete beam according to claim 1, characterized in that: The horizontal cross-section of the slot (2) is U-shaped, and the U-shaped opening of the slot (2) faces the side of the steel pipe concrete column (1); the two vertical sides of the slot (2) are welded to the side wall of the steel pipe concrete column (1).

4. The connection node structure between the steel-concrete composite column and the precast concrete beam according to claim 1, characterized in that: An internal stiffening rib (9) is provided in the rebar insertion cavity (4); one or more internal stiffening ribs (9) are provided to divide the rebar insertion cavity (4) into multiple insertion cavity units (4.1); the internal stiffening ribs (9) are arranged laterally in the rebar insertion cavity (4), one vertical side of the internal stiffening ribs (9) is welded to the steel pipe concrete column (1), and the other vertical side of the internal stiffening ribs (9) is welded to the side wall of the slot (2).

5. The connection node structure between the steel-concrete composite column and the precast concrete beam according to claim 1, characterized in that: The slot (2) is provided with an external stiffening rib (10) on the outer side of the side wall away from the steel pipe concrete column (1); the external stiffening rib (10) is arranged horizontally on the outside of the slot (2), and one vertical side of the external stiffening rib (10) is welded to the slot (2).

6. The connection node structure between the steel-concrete composite column and the precast concrete beam according to claim 5, characterized in that: The external stiffening rib (10) is provided with studs (11) on the opposite side.

7. The connection node structure between the steel-concrete composite column and the precast concrete beam according to claim 5, characterized in that: A shear groove (12) is provided on the end face of the precast concrete beam (3.4) near the steel pipe concrete column (1); the shear groove (12) is provided along the vertical axis of the end face of the precast concrete beam (3.4), and there is a gap between the top of the shear groove (12) and the top surface of the precast concrete beam (3.4), and a gap between the bottom of the shear groove (12) and the bottom surface of the precast concrete beam (3.4).

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