CN212388730U

CN212388730U - Novel reinforced concrete structure beam column node

Info

Publication number: CN212388730U
Application number: CN202020192126.4U
Authority: CN
Inventors: 陈国灿
Original assignee: Putian University
Current assignee: Putian University
Priority date: 2020-02-21
Filing date: 2020-02-21
Publication date: 2021-01-22
Anticipated expiration: 2030-02-21

Abstract

The utility model provides a novel reinforced concrete structure beam column node, including beam column node core space and reinforced concrete ring beam, wherein reinforced concrete ring beam sets up around beam column node core space. The beam-column joint core area comprises a main reinforcement penetrating through the joint core area in the frame column, and stirrups, reinforcing stirrups, steel plate sleeves, concrete and the like in the core area, wherein the stirrups are bound outside the main reinforcement, and the steel plate sleeves sleeved outside the stirrups are supported on the reinforcement at the bottom of the frame beam penetrating through the core area; a steel plate belt is adopted to replace part of stirrups, the distance between the stirrups is reduced, the construction measures are perfected, and the like, a space with the diameter of about 200mm is vacated in the center of a node core area, so that an operation space is provided for binding and installing the steel bars; meanwhile, the vibrating rod is convenient to insert and pull out, so that the concrete can be vibrated tightly; be in node core region concrete in the closed region of steel sheet cover can pour simultaneously with the lower post, when can easily solving the post concrete strength and be higher than the beam slab, the difficult problem of pouring of core region concrete.

Description

Novel reinforced concrete structure beam column node

Technical Field

The utility model relates to a building structure engineering technical field, especially a novel reinforced concrete structure beam column node.

Background

The quality of the building engineering is related to the safety of buildings, and is closely related to the safety of lives and properties of people, the harmony of society, stability and the like. Therefore, the quality management of the construction engineering is always highly emphasized by construction competent departments. In recent years, with the continuous increase of the supervision of the quality of the construction engineering, the overall level of the quality of the building is steadily improved, but in the house building process of China, a plurality of common problems of the quality of the building still lack an effective solution.

The beam column node is a key part of the reinforced concrete frame structure, is a pivot of a connection structure system and plays a role in bearing up and down. In view of stress, the stress condition of the core area of the beam-column joint is complex, and the beam-column joint not only directly bears the pressure, the shearing force and the bending moment transmitted from the column end of the frame, but also bears the shearing force and the bending moment of the beam end. When the earthquake acts repeatedly, the core concrete is in a shearing and pressing complex stress state, and the core area is often caused to have crossed cracks, column end crisping, peeling, reinforcing steel bar buckling, bulging and the like. Particularly, the corner columns and the side columns are more complex in stress due to the influence of factors such as torsion and eccentricity and are more easily damaged by earthquakes than the inner frame columns. The earthquake damage of the frame structure part is shown to occur at the most complex beam-column node of stress, and the most damage of the frame structure is caused by insufficient concrete strength and insufficient ductility in the core area of the beam-column node. Therefore, the beam-column node is a weak link of the quality of the concrete structure, and the beam-column node with reliable quality is a basic guarantee for ensuring the safety service of the structural system.

Investigation and analysis show that the phenomena of few stirrups, missing stirrups or placement according to the design spacing requirement, improper bending and anchoring of main reinforcements and the like at the joint part of the reinforced concrete beam column are particularly common; the conditions of untight concrete, cavities and the like in the nodes sometimes occur, and the quality of the structure is seriously influenced.

The industry is not strange about the problems in the construction of beam-column joints of reinforced concrete structures, and the industry considers that although the relevant specifications have been specified in detail, the reinforcing steel bars in the beam-column joint area are numerous, and particularly the reinforcing steel bars at the joints of the middle columns are dense: vertically, a longitudinal steel bar of a frame column penetrates through a node core area; in the horizontal direction, the stressed steel bars of the longitudinal and transverse frame beams penetrate or are anchored on the inner sides of the longitudinal steel bars of the frame columns and form a groined-shaped three-dimensional intersection; and the other transverse stirrups and the like bound on the main reinforcement.

For operators who mainly use manual operation to carry out reinforcement binding operation in a narrow space, the reinforcement engineering which completely meets the specification requirements is simply difficult to be finished in youth.

In conclusion, the longitudinal and transverse crossbeams of the reinforcing steel bars in the beam-column joint area of the reinforced concrete structure are missed in concentration, which is a main reason for difficulty in binding the reinforcing steel bars, and is also a main reason for difficulty in inserting the vibrating spear, insufficient concrete compactness in the joint area due to insufficient concrete vibration, and difficulty in ensuring the construction quality of the beam-column joint.

In addition, the situation that the design strength of the frame column concrete is two or more levels higher than that of the beam plate concrete is frequently encountered in engineering practice. In contrast, concrete structure engineering construction specifications GB50666 and concrete structure engineering construction quality acceptance specifications GB50204 both have clear regulations, and separation measures should be taken in the boundary area.

At present, the problem is mainly solved by the following two methods in engineering, and firstly, the strength grade of beam slab concrete is improved, so that the strength grade difference of beam column concrete is not higher than 5 Mpa. And then, casting by adopting concrete with the same strength grade as the designed strength grade of the beam and plate concrete according to the agreement of a design unit. By adopting the method, the construction cost is increased greatly.

Secondly, at the position 500mm away from the column edge and not less than the height of the 1/2 frame beam, separating the concrete with different strength grades from the top of the beam to the bottom of the beam along a 45-degree inclined plane by using a steel wire mesh, and pouring the concrete of the frame column firstly. The method is feasible in theory, but in actual engineering, due to the pumping requirement, the slump of commercial concrete is large and is generally 180-220 mm, so the method is difficult to operate in the actual engineering.

SUMMERY OF THE UTILITY MODEL

The to-be-solved technical problem of the utility model lies in providing a reinforcing bar arrangement relative dispersion in nuclear core area, and the novel reinforced concrete structure beam column node of advantages such as the construction quality is controllable is smashed in the reinforcement installation in the beam column node nuclear core area of being convenient for, vibrting spear insert and the concrete is shaken.

The utility model discloses a realize like this: a novel beam-column joint of reinforced concrete structure comprises

A beam-column joint core area where the frame beam and the frame column are connected; the beam-column joint core area comprises a main rib penetrating through the beam-column joint core area in a frame column, stirrups in the core area, reinforcing stirrups, steel plate sleeves welded together and concrete; the stirrups are bound outside the main reinforcements, the steel plate sleeves are sleeved outside the stirrups and are also supported on the main reinforcements which cross the bottom of the frame beam in the core area;

the reinforced concrete ring beam surrounds the periphery of the beam column joint core area.

Furthermore, the concrete strength of the reinforced concrete ring beam is the same as that of the beam slab, and the height of the ring beam is more than or equal to the height of the frame beam plus 50 mm; the width of the reinforced concrete ring beam is larger than or equal to that of the frame beam, the anchoring requirement of the main reinforcement of the frame beam can be met, and the anchoring of the main reinforcement of the frame beam in the ring beam is executed according to the regulation of GB 50010.

Furthermore, the diameter of the main reinforcement of the reinforced concrete ring beam is more than or equal to B16, and the distance is less than or equal to 200 mm; when the height of the web plate of the ring beam is more than or equal to 450mm, longitudinal constructional steel bars (waist bars) are arranged on the two side surfaces of the ring beam along the height, the diameter is more than or equal to B14, the distance between the longitudinal constructional steel bars on each side is less than or equal to 200mm, and the space between the tie bars between the waist bars is less than or equal to 200 mm; the main rib and the waist rib are welded joints. The diameter of the configured stirrup is more than or equal to A8, and the distance is less than or equal to 100 mm.

Furthermore, measures such as replacing part of stirrups by a steel plate sleeve, properly reducing the distance between the stirrups, optimizing the structural scheme of the core area of the node and the like are taken in the core area of the beam-column node, and on the premise that the limb distance of the stirrups meets the requirements of the building earthquake resistance design Specification GB50011, the stirrups are installed at the middle parts in the core area, so that no reinforcing steel bar or stirrup penetrates through the middle part in the section of the core area of the reinforced concrete beam-column node within the range of about 200mm in diameter, and the vibrating rod can be inserted and pulled out without obstacles.

Furthermore, the steel plate sleeve is formed by welding four steel plates, and the steel plate sleeve is welded by full penetration welding seams in the full-height range; the height of the steel plate sleeve is equal to the clear distance between the frame beam bottom reinforcing steel bars passing through the core area and the beam surface reinforcing steel bars passing through the core area, and is-10 mm.

Furthermore, the angle bars of the bidirectional frame beam and the beam side steel bars positioned in the second row cross the core area and form a whole with the reinforced concrete ring beam, so that the capability of resisting damage in the core area is enhanced; for the frame node, beam side steel bars in the 1 st to 2 nd rows in the frame beam penetrate through a core area of the reinforced concrete beam-column node and are anchored in a ring beam on the other side; and the reinforcing bars on the non-beam side in the 1 st to 2 nd rows and the reinforcing bars on the third row and above in the frame beam completely pass through the reinforced concrete ring beam on the same side and then are bent and anchored, so that convenience is brought to the fact that the influence of the vibrating spear touches each corner.

Furthermore, when the section of the column is changed, the main ribs of the lower column extend to the top of the steel plate sleeve and then are bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, and the anchoring length of the horizontal section is more than or equal to 12 d; the main reinforcement of the upper column extends to the bottom of the steel plate sleeve and then is bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, the anchoring length of the horizontal section is more than or equal to 12d, wherein d is the diameter of the main reinforcement, and laE is the anchoring length of the tension reinforcement in earthquake resistance.

Furthermore, at the top node, the main ribs of the lower column extend to the top of the steel plate sleeve and then are bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, and the anchoring length of the horizontal section is more than or equal to 12 d.

Furthermore, the beam-column joint core area is welded with reinforcing stirrups with the diameter being more than or equal to B12 at the positions corresponding to the beam surface and the beam bottom of the frame.

Furthermore, measures such as increasing the diameter of the stirrups and properly reducing the distance between the stirrups are taken in the frame columns, and on the premise that the limb distance of the stirrups meets the requirements of the building earthquake-resistant design Specification GB50011, the stirrups are installed at the position with the diameter of about 200mm in the middle in the core area, so that the vibrating rod can play a role conveniently.

If the frame column can not meet the requirement of the shearing bearing capacity, a steel plate sleeve formed by welding steel plate strips can be adopted in the frame column to replace part of stirrups. The steel plate sleeve in the frame column is also formed by welding four steel plates, and the steel plate sleeve in the frame column is sleeved at the lower end H of the bottom layer column_nA full penetration weld is adopted in the range of/3, a full penetration weld is adopted in the range of Sc at the upper end of the bottom layer column, and a partial penetration weld can be adopted in the middle part; the height of the steel plate sleeve of the bottom layer column is equal to the distance from the bottom of the two-layer frame beam to the top surface of the foundation, namely-10 mm.

The steel plate in the frame column is sleeved in the Sc range at two ends of other layers to adopt full penetration welding seams, and the middle part of the steel plate can adopt partial penetration welding seams, wherein Sc is more than or equal to h_c，Sc≥H _n6, and Sc is more than or equal to 500mm, h_cIs the long dimension of the cross section of the frame column, H_nIs the clear height of the frame column; the height of the steel plate sleeve in the frame column is equal to the distance from the beam bottom of the upper layer of frame to the next floor, namely-10 mm.

The utility model has the advantages of as follows:

(1) the reinforced concrete ring beam is arranged on the periphery of the beam-column joint core area, and the angle bars in the frame beam and the beam side steel bars positioned in the second row penetrate through the core area to form a whole with the reinforced concrete ring beam, so that the damage resistance of the core area is enhanced; the reinforcing steel bars on the non-beam side and the reinforcing steel bars on the third row and above in the 1 st-2 nd row in the frame beam completely penetrate through the reinforced concrete ring beam on the same side and then are bent and anchored; the main reinforcement of the frame column is bent to the ring beam on the same side at the top node to be anchored, so that the condition that the reinforcements in the core area of the node are criss-cross is avoided, a necessary operation space is provided for reinforcement and installation, and a necessary guarantee is provided for improving the reinforcement quality of the reinforcements in the core area of the beam column node.

(2) Measures such as replacing part of stirrups by steel plate sleeves welded by steel plates, properly reducing the distance between the stirrups, optimizing the structural scheme of the node core area and the like are taken in the beam-column node core area, so that the condition of dense distribution of the reinforcements in the node core area is further improved; on the premise that the stirrup limb distance meets the requirements of 'building earthquake-resistant design specification' GB50011, the stirrups are installed at the middle parts in the core area, the fact that stirrups, main reinforcements and the like do not penetrate through the middle parts in the section of the core area of the reinforced concrete beam column node is ensured to be about 200mm in diameter is ensured, the vibrating rod can be conveniently inserted and pulled out, the effect of the vibrating rod is ensured to be transmitted to each part in the core area, the concrete is effectively vibrated, air bubbles in the concrete are timely removed, the compactness of the concrete can be effectively improved, and the strength of the concrete is improved.

(3) On the premise of convenient construction, the distance between stirrups in the core area of the node is properly reduced, and the effect of restraining concrete by the steel plate sleeves is added, so that the deformation capability of the core area can be greatly enhanced, and the seismic performance of the structure is improved; the periphery of the concrete in the core area is restrained by the steel plate sleeves, so that the risk that the high-strength concrete bursts at high temperature under the emergency condition of fire can be avoided.

(4) Novel reinforced concrete structure beam column node in, the steel sheet cover of cover outside the stirrup encloses beam column node core area and forms a relative confined region, can separate the concrete in different regions and come, the concrete that is about to core area separates with the concrete of frame roof beam, consequently adopts novel reinforced concrete structure beam column node, can solve the difficult problem of construction when the concrete intensity of frame node core area is higher than beam slab concrete intensity easily.

(5) The implementation of the novel beam-column joint of the reinforced concrete structure can provide necessary guarantee for the design concept of 'strong column and weak beam and stronger joint'.

Drawings

The invention will be further described with reference to the following examples with reference to the accompanying drawings.

Fig. 1 is the novel reinforced concrete frame structure schematic diagram.

Wherein Sc is more than or equal to h_c，Sc≥H _n6, and Sc is more than or equal to 500mm, h_cIs the long dimension of the cross section of the frame column, H_nIs the clear height of the frame column; s is the length of the beam end stirrup encryption area, and when the earthquake resistance level is first level, the length S of the beam end stirrup encryption area is more than or equal to 2.0hb (hb is the beam height) and is not less than 500 mm; when the earthquake-resistant grade is two-level to four-level, the length S of the beam end stirrup encryption area is more than or equal to 1.5hb (hb is the height of the frame beam) and is not less than 500mm, and H1, H2 and Hw are respectively the structural elevations of the 2 nd layer, the 3 rd layer and the roof layer.

Fig. 2 is the plan view of novel reinforced concrete structure beam column node.

Fig. 3 is the elevation view of novel reinforced concrete structure beam column node.

Fig. 4 is a schematic diagram of the relative position relationship between the main reinforcement of the frame beam and the main reinforcement of the reinforced concrete core area in the plane.

Fig. 5 is a schematic sectional view of a-a in fig. 4, and is also a schematic view of a vertical relative position relationship between the steel plate sleeve and the frame beam main rib.

Fig. 6 is a schematic view of the reinforcing bar on the section B-B in fig. 5.

Wherein b is the width of the frame beam and hb is the height of the frame beam.

Fig. 7 is a schematic view 1 of the reinforcement at the section of the reinforced concrete core area.

Fig. 8 is a schematic view 2 of the reinforcement of the section of the reinforced concrete core area.

Fig. 9 is a schematic view 3 of the reinforcement at the section of the reinforced concrete core area.

FIG. 10 is a schematic illustration of the reinforcement of the core region in section C-C of FIG. 9.

Fig. 11 is a schematic structural view of a steel sheet cover 32 formed by welding steel sheet strips.

Wherein, the index number of the arrow tail in the weld mark is shown in appendix A (the remainder) of the national standard atlas 15G 909-1.

Fig. 12 is a schematic view of an anchoring structure of a main reinforcement of a reinforced concrete frame column in a core region of a node when a section of the reinforced concrete frame column is changed.

Where d is the diameter of the rebar.

Fig. 13 is a schematic view of the anchoring of the main reinforcement of the reinforced concrete frame column at the top side node.

Where d is the diameter of the rebar.

Fig. 14 is the reinforced concrete ring beam's arrangement of reinforcement schematic diagram.

Where bc is the width of the frame column and hc is the cross-sectional height of the frame column.

Fig. 15 is a main reinforcement big sample diagram of the reinforced concrete ring beam of the present invention.

Fig. 16 is a cross-sectional view of the reinforced concrete ring beam of fig. 14 positioned to the left of the core region of the node.

Fig. 17 is a plan view of the reinforcement of the reinforced concrete ring beam at the intermediate corner joint.

Fig. 18 is a plan view of the reinforcement of the reinforced concrete ring beam at the edge node of the intermediate layer.

Fig. 19 is a schematic view of anchoring of a main reinforcement of a reinforced concrete frame beam in the middle layer in the core area of the side node.

Fig. 20 is a schematic view of anchoring of a main reinforcement of a reinforced concrete frame beam in a core area of a top-side node.

Fig. 21 and 22 are schematic diagrams of anchoring structures of main reinforcements of the reinforced concrete frame beam in a node core area when the section heights of the reinforced concrete frame beam are different.

Wherein HE is the height difference between the main ribs at the bottom of the frame beam positioned at two sides of the core area, and Bhu is the width of the ring beam.

FIG. 23 is a schematic view of a frame pillar structure, in which Sc is a length of a pillar end encryption region;

fig. 24-26 are schematic diagrams of reinforced concrete frame column cross-section reinforcement, where bc and hc are the short and long side dimensions of the frame column, respectively.

Fig. 27 is a schematic view of the construction of the steel sheet cover 42 when a full penetration weld is used.

Fig. 28 is a schematic view of the construction of the steel sheet shell 42 when a partial penetration weld is used.

Description of reference numerals:

the reinforced concrete ring beam comprises a reinforced concrete ring beam 1,

main reinforcements

11,12 and 13, stirrups 14, beam side waist reinforcements 15 and tie reinforcements 16, and is shown in figure 16;

the beam comprises a frame beam 2, a bottom angle rib 21, a beam bottom second row beam side main rib 22, other bottom main ribs 23, stirrups 24, a beam surface angle rib 25, a beam surface second row beam side main rib 26 and other beam surface main ribs 27; the waist tendon 28 and the lacing wire 29 are shown in figures 4-6;

a beam-column joint core area 3, a main rib 31, a main rib 311 of a lower column, a main rib 312 of an upper column, a steel plate sleeve 32 in the core area, a stirrup 33 and reinforcing

stirrups

331 and 332, as shown in fig. 5 and 8-12;

the frame column 4, the main ribs 311, the stirrups 41 and the column body steel plate sleeve 42 are shown in fig. 23-28;

a base 5.

Detailed Description

The utility model discloses a design as follows:

(1) the reinforced concrete ring beam is arranged on the periphery of a beam-column joint core area, and a main rib on the side of the frame beam, which does not affect the work of the vibrating spear much when extending into the core area, penetrates through the core area to form a whole with the reinforced concrete ring beam, so that the capability of resisting damage in the core area is enhanced; and the beam column reinforcing steel bar that will hinder the vibrating spear plug in the core zone of passing or anchoring is anchored in the reinforced concrete ring roof beam of homonymy to avoid node core zone reinforcing steel bar vertically and horizontally staggered's situation, for reinforcement and installation provide necessary operating space, provide necessary assurance for the ligature quality of reinforcing steel bar in the improvement beam column node core zone.

(2) Steel plate sleeves are adopted in the beam column joint core area and the frame column to replace partial stirrups, the space between the stirrups in the core area is properly reduced, the arrangement scheme of the steel bars is optimized, and the like, so that the condition of dense distribution of the steel bars in the joint core area is further improved; on the premise that the stirrup limb distance meets the requirements of 'building earthquake-resistant design specification' GB50011, the stirrups are installed at the position of about 200mm in the middle of avoiding the core area, the diameter of about the middle part in the core area cross section of the frame column and the reinforced concrete beam column is ensured to be 200mm, the stirrups pass through, the insertion and the extraction of the vibrating spear are facilitated, the effect of the vibrating spear is ensured to be transmitted to each position in the core area, the concrete is effectively vibrated, air bubbles in the concrete are timely eliminated, the compactness of the concrete can be effectively improved, and the strength of the concrete is improved.

(3) Novel reinforced concrete structure beam column node in, beam column node core area is surrounded by the steel sheet cover that the welding is in the same place all around, the steel sheet cover is separated the concrete of different regions and is come, the concrete that is about to core area and the concrete of roof beam separate, can pour the concrete simultaneously with the lower post, consequently, adopt neotype reinforced concrete structure beam column node, can effectively solve the difficult problem of pouring of the concrete of beam column node core area when ground post concrete design intensity is higher than two grades of beam slab concrete design intensity and more than, ensure that the concrete intensity grade of node core area is the same with the lower post.

Please refer to fig. 1 to 28.

Example (b):

the utility model discloses a novel reinforced concrete structure beam column node, include

(1) The beam-column joint core area 3 where the frame beam 2 and the frame column 4 are connected is shown in fig. 1-11. The beam-column joint core area 3 comprises a main reinforcement 31 penetrating through the beam-column joint core area 3 in the frame column 4, a concrete and steel plate sleeve 32 and a stirrup 33 in the core area, and reinforcing

stirrups

331 and 332, which are shown in detail in fig. 5 and 10; when the section of the column is changed, the lower column main rib 311 and the upper column main rib 312 are also included, and are shown in detail in fig. 12; the stirrups 33 are bound outside the

main reinforcements

31 and 311, then steel plate sleeves 32 are sleeved outside the stirrups 33, and the stirrups 33 are supported on the beam-side reinforcements 22 penetrating through the core area in the bidirectional frame beam 2, wherein the beam-side reinforcements 22 are positioned on the beam side of the second row at the bottom of the frame beam and are fixed on the main reinforcements in the core area through binding or short reinforcement welding, as shown in fig. 4 and 5 in detail.

In a specific embodiment, the distance between the stirrups 33 in the core area is less than or equal to 100mm, and is as small as possible under the condition of meeting the operation condition, and is generally 50-100 mm; the limb distance of the stirrup 33 near the middle of the beam-column joint core area 3 is more than or equal to 200mm and is in accordance with the regulation of national standard building earthquake resistance design Specification GB 50011; stirrup 33 can adopt like the form shown such as 7 ~ 9, avoid adopting the lacing wire at nuclear core area middle part, do not have stirrup and main muscle etc. to pass in order to guarantee that the central diameter at beam column node core area 3 is about 200mm within range, as shown by dotted line circle in 7 ~ 9, the insertion and the extraction of the vibrting spear of being convenient for, guarantee that every concrete in nuclear core area is all within the effective radius of vibration effect, make the concrete obtain effectual vibrations, in time get rid of the bubble in the concrete, can effectively improve the closely knit degree of concrete, improve the intensity of concrete.

The steel plate sleeve 32 in the core area is formed by welding four steel plates, and the outline is shown in fig. 11; welding with full penetration weld seam in the full height range of the steel plate sleeve, wherein the weld seam mark refers to national standardThe quasi-design drawing set of 'steel structure connection construction drawing' 15G909-1 is executed, wherein the height of a steel plate sleeve is equal to the clear distance between a frame beam bottom reinforcing steel bar passing through a core area and a beam surface reinforcing steel bar passing through the core area, and is-10 mm; wherein t is₁And t₂The calculation of the thickness of the steel plate strips on two opposite sides, the strength and the thickness of the steel plates and the shearing bearing capacity of the joints is carried out according to the regulations of the current national standard of building structure load GB50009, concrete structure design standard GB50010, steel structure design standard GB50017, steel pipe concrete structure technical standard GB50936, high-rise building concrete structure design technical specification JGJ3, high-rise civil building steel structure technical specification JGJ99, Chinese engineering construction association standard rectangular steel pipe concrete joint technical specification and the like; the frame structure of the earthquake-resistant design still meets the regulation execution of the existing national standard of building earthquake-resistant design Specification GB 50011.

A reinforcing stirrup 331 is provided at a position corresponding to the bottom of the frame beam outside the

main rib

31 or 311 in the core area, and a reinforcing stirrup 332 is provided at a position corresponding to the face of the frame beam outside the

main rib

31 or 312 in the core area, as shown in fig. 12.

When the section sizes of the upper column and the lower column are different, the main rib 311 of the lower column extends to the top of the steel plate sleeve and then is bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, and the anchoring length of the horizontal section is more than or equal to 12 d; the main ribs 312 of the upper column extend to the bottom of the steel plate sleeve and then are bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, the anchoring length of the horizontal section is more than or equal to 12d, wherein d is the diameter of the main ribs, laE is the anchoring length of the tension steel bars in earthquake resistance, and the structural schematic diagram is shown in fig. 12.

At the top node, the main rib 311 of the lower column extends to the top of the steel plate sleeve and then is bent and anchored in the ring beam on the same side, the total anchoring length is more than or equal to 1.2laE, and the anchoring length of the horizontal section is more than or equal to 12d, which is shown in fig. 13 in detail.

(2) The reinforced concrete ring beam 1 is sleeved outside the beam-column joint core area 3, as shown in fig. 14-18, in specific implementation, the strength grade of the reinforced concrete ring beam 1 is the same as that of a frame beam, and the reinforced concrete ring beam and a beam plate are integrally cast and molded.

The novel reinforced concrete structure beam column node of the utility model is characterized in that the reinforced concrete ring beam 1 is arranged at the periphery of the beam column node core area 3, the angle bars 21 and 25 in the frame beam and the beam side steel bars 22 and 26 in the second row pass through the core area to form a whole with the reinforced concrete ring beam, so that the capability of the core area for resisting damage is enhanced; and other

longitudinal reinforcements

23, 27 and 28 are dispersedly anchored in the reinforced concrete ring beams on the same side, so that the condition that the reinforcements in the node core area are criss-cross is avoided, a necessary operation space is provided for reinforcement binding and installation, necessary guarantee is provided for improving the binding quality of the reinforcements in the beam column node core area, and the common quality problem that the construction quality of the reinforced concrete frame node area is difficult to guarantee can be effectively solved.

In a specific embodiment, as shown in fig. 14 to 18, the height of the reinforced concrete ring beam 1 is greater than or equal to +50mm of the height of the frame beam 2; the width of the reinforced concrete ring beam 1 is larger than or equal to that of the frame beam 2, the anchoring requirement of the main reinforcement of the frame beam 2 can be met, and the anchoring of the main reinforcement of the frame beam 2 in the reinforced concrete ring beam 1 is executed according to the regulation of GB 50010.

The upper part of the reinforced concrete ring beam 1 is provided with closed welding main ribs 11,12 and 13, the area of the closed welding main ribs is not less than 0.7 time of that of the main ribs on the upper part of the frame beam, and the lower part of the reinforced concrete ring beam 1 is provided with closed welding main ribs 17-19, the area of the closed welding main ribs is not less than 0.7 time of that of the main ribs on the lower part of the frame beam; the main ribs 13 and 19 have a length of (bc + hc +50) × 2, where bc and hc are the short and long side dimensions of the frame column, respectively, as shown in fig. 14-15; the spacing between the main ribs 11(17), 12(18) and 13(19) is less than or equal to 200 mm; the diameter of the stirrup 14 is more than or equal to A8mm, the distance is less than or equal to 100mm, the diameter of the waist rib 15 is more than or equal to B14, the distance between the adjacent waist ribs 15 is less than or equal to 200mm, and the distance between the lacing wires 16 is less than or equal to 200mm, as shown in figure 16.

(3) The sectional dimensions, the reinforcing bars, etc. of the frame beam 2 should comply with the regulations of the relevant specifications and the requirements of design documents. The position of frame roof beam owner muscle in nuclear core zone plane is seen in figure 4, and the steel sheet cover in the core zone is seen in figure 5 with frame roof beam owner muscle in vertical relative position, and reinforced concrete frame roof beam 2's cross-section arrangement of reinforcement sketch map is seen in figure 6, and wherein b is the cross-sectional width of frame roof beam, and hb is the section height.

The frame beam is provided with stirrup encryption areas at two ends, the length of each stirrup encryption area is S from the edge of the ring beam, and when the earthquake resistance level is one level, the length S of each beam end stirrup encryption area is more than or equal to 2.0hb and not less than 500 mm; when the earthquake resistance level is two-level to four-level, the length S of the hooping area at the beam end is more than or equal to 1.5hb and not less than 500mm, wherein hb is the height of the frame beam.

The bottom angle rib 21 of the reinforced concrete frame beam 2 and the beam side steel bar 22 positioned at the second row at the bottom penetrate through the reinforced concrete beam column joint core area 3 from below the steel plate sleeve; the rest beam bottom steel bars 23 completely penetrate through the ring beams on the same side and then are bent and anchored, the anchoring total length is more than or equal to laE, and the anchoring length of the horizontal section is more than or equal to 0.4 labE; the beam surface angle bars 25 of the reinforced concrete frame beam 2 and the beam side steel bars 26 of the second row penetrate through the reinforced concrete beam column joint core area 3 from the upper part of the steel plate sleeve, the rest beam surface steel bars 27 completely penetrate through the ring beam on the same side and then are bent and anchored, the anchoring total length is not less than laE, and the anchoring length of the horizontal section is not less than 0.4 labE; laE is the anchoring length of the tension steel bar in earthquake resistance, and labE is the basic anchoring length of the tension steel bar of the main bar; as shown in detail in fig. 5.

For the edge node of only the single-side frame beam, the bottom angle rib 21 of the reinforced concrete frame beam 2 and the beam side steel bar 22 of the second row at the bottom extend to the ring beam edge anchor at the other side through the reinforced concrete beam column node core area 3, the total anchoring length is not less than laE, and the anchoring length of the horizontal section is not less than 0.4 labE; as shown in fig. 19 and 20, if the anchoring length is insufficient, anchor bars with the length 3 times of the diameter of the steel bar can be welded on the two sides of the tail end of the main bar; the beam surface angle ribs 25 of the reinforced concrete frame beam 2 and the beam side reinforcing steel bars 26 of the second row cross the reinforced concrete beam column joint core area 3 from the steel plate sleeve, and are bent and anchored after completely penetrating through the ring beam at the other side, the total anchoring length is more than or equal to laE, and the anchoring length of the horizontal section is more than or equal to 0.4 labE; laE is the anchoring length of the tension bar in earthquake resistance, and labE is the basic anchoring length of the tension bar of the main bar.

When the heights of the frame beams positioned on the two sides of the core area are different, the anchoring structure of the main ribs of the frame beams in the node core area is schematically shown in fig. 21 and 22; if HE/Bhu is not more than 1/6, the beam bottom corner ribs 21 with large height and the beam side reinforcing steel bars 22 in the second row are bent upwards after passing through the core area and are pulled through with the beam bottom main ribs on the other side; if the HE/Bhu is more than 1/6, the beam bottom corner ribs 21 with large height and the beam side reinforcing steel bars 22 in the second row pass through the core area and the ring beam on the other side and then are bent and anchored in the ring beam, the total anchoring length is more than or equal to laE, and the anchoring length of the horizontal section is more than or equal to 0.4 labE; the beam bottom angle ribs 21 with small height and the beam side reinforcing steel bars 22 in the second row extend to the steel plate sleeve edges and are anchored in the ring beams on the same side, the total anchoring length is more than or equal to laE, and the anchoring length of the horizontal section is more than or equal to 0.4 labE; laE is the anchoring length of the tension steel bar in earthquake resistance, and labE is the basic anchoring length of the tension steel bar of the main bar; HE is the position height difference of the main ribs on the two sides, and Bhu is the width of the ring beam.

(4) Related component

Firstly, in order to facilitate the insertion and extraction of the vibrating rod, measures such as increasing the diameter of a stirrup and properly reducing the distance between stirrups are taken in a frame column, on the premise that the limb distance of the stirrup meets the requirement of building earthquake-resistant design specification GB50011, the stirrup 41 is installed at a position with the diameter of about 200mm in the middle of a core area, and the stirrup on the section of the column can be in a form as shown in figures 24-26.

If the above measures are taken, the frame column still can not meet the requirement of the shearing bearing capacity, and a steel plate sleeve 42 formed by welding steel plate strips can be adopted in the frame column to replace part of stirrups. At this time, the steel sheet housing 42 in the frame column is also formed by welding four steel sheets, where t₃And t₄The calculation of the thickness of the steel plate strips on two opposite sides, the strength and the thickness of the steel plates and the shearing bearing capacity of the frame column is carried out according to the regulations of the current national standard of 'building structure load' GB50009, 'concrete structure design standard' GB50010, 'steel structure design standard' GB50017, 'steel pipe concrete structure technical specification' GB50936, 'high-rise building concrete structure design technical specification' JGJ3, 'high-rise civil building steel structure technical specification' JGJ99, Chinese engineering construction association standard 'rectangular steel pipe concrete node technical specification', and the like; the frame structure of the earthquake-resistant design still meets the regulation execution of the existing national standard GB50011 of building earthquake-resistant design Specifications; and neglecting the contribution of the steel plate sleeve when calculating the flexural bearing capacity of the frame column, and executing the calculation according to the current relevant regulations.

The steel plate sleeve 42 is arranged at the lower end H of the bottom layer column_nA full penetration weld is adopted in the range of/3, a full penetration weld is adopted in the steel plate sleeve 42 in the range of Sc at the upper end of the bottom layer column,as shown in fig. 27, a partial penetration weld may be used in the intermediate region, as shown in fig. 28; the height of the steel plate sleeve 42 of the bottom layer column is equal to the distance from the bottom of the two-layer frame beam to the top surface of the foundation, namely-10 mm;

the steel plate sleeve 42 adopts full penetration welding seams in the Sc ranges at two ends of other layers, and adopts partial penetration welding seams in the middle part, wherein Sc is more than or equal to h_c，Sc≥H _n6, and Sc is more than or equal to 500mm, h_cIs the long dimension of the cross section of the frame column, H_nIs the clear height of the frame column; the height of the steel plate sleeve 42 is equal to the distance from the beam bottom of the upper layer frame to the next floor, which is-10 mm.

The column end of the steel plate sleeve 42 adopting the full penetration weld joint is provided with a stirrup encryption area, the distance between stirrups is less than or equal to 100mm, and the distance between stirrups is less than or equal to 200mm in other column sections, as shown in figure 23.

And secondly, constructing the foundation 5 according to an actual design drawing.

The novel construction method of the beam-column joint of the reinforced concrete structure comprises the following steps:

1) and processing and manufacturing the steel plate strip according to the requirements of the design drawing, and welding the steel plate strip into a steel plate sleeve according to the design requirements.

2) And processing and manufacturing the annular main reinforcement, the frame beam reinforcement, the waist reinforcement, the frame column reinforcement, the stirrup and the like.

3) The novel reinforced concrete structure beam column joint construction process flow comprises the following steps:

floor axis positioning → drawing a column side line on the floor → welding or binding the vertical stress rib 31 or 311 of the frame column → drawing a stirrup spacing line on the main rib of the column → binding the stirrup 41 of the frame column 4 → steel plate sleeve 42 which is sleeved on the column → reinforcing stirrup 331 of the binding beam column node core area 3 → mounting support, and the bottom templates of the frame column, the plate, the frame beam bottom and the ring beam → the hoop rib 24 of the frame beam which is sleeved → the bottom stress rib which penetrates the frame beam 2 → the steel plate sleeve 32 which is sleeved on the main rib 31 or 312 of the frame column 4 → the main rib, the waist rib and the hoop rib which installs the ring beam → the upper stress rib which penetrates the frame beam 2 → the hoop rib 33 which installs the core area → the steel plate sleeve 32 which is sleeved on the core area → the reinforced hoop rib 322 which installs the core area → the hoop rib which binds the frame beam 2 → the side templates which installs the frame beam and the ring beam → the concrete which pours the frame column 4 and the beam column node core area 3 by the chute → the concrete which pours the frame beam plate and the ring beam.

The utility model is suitable for a beam column node in cast-in-place reinforced concrete frame structure system and cast-in-place reinforced concrete frame shear structure system.

Although specific embodiments of the present invention have been described, it will be understood by those skilled in the art that the specific embodiments described are illustrative only and are not limiting upon the scope of the invention, and that equivalent modifications and variations can be made by those skilled in the art without departing from the spirit of the invention, which is to be limited only by the claims appended hereto.

Claims

1. The utility model provides a novel reinforced concrete structure beam column node which characterized in that: comprises that

A beam-column joint core area at the joint of the frame beam and the frame column; the beam-column joint core area comprises a main rib penetrating through the beam-column joint core area in the frame column, and stirrups, reinforcing stirrups, a steel plate sleeve and concrete in the core area, wherein the stirrups are bound outside the main rib, the steel plate sleeve is sheathed outside the stirrups, and the steel plate sleeve is also supported on the main rib penetrating through the bottom of the frame beam in the core area;

2. The novel beam-column joint of a reinforced concrete structure as claimed in claim 1, wherein: the concrete strength of the reinforced concrete ring beam is the same as that of the beam slab, and the height of the ring beam is more than or equal to the height of the frame beam plus 50 mm; the width of the reinforced concrete ring beam is larger than or equal to that of the frame beam, the anchoring requirement of the main reinforcement of the frame beam can be met, and the anchoring of the main reinforcement of the frame beam in the ring beam is executed according to the regulation of GB 50010.

3. The novel beam-column joint of a reinforced concrete structure as claimed in claim 2, wherein: the diameter of the main reinforcement of the reinforced concrete ring beam is more than or equal to B16, and the distance is less than or equal to 200 mm; the diameter of the stirrup is more than or equal to A8, and the distance is less than or equal to 100 mm; when the height of the web plate of the ring beam is more than or equal to 450mm, waist ribs are arranged along the height of two side surfaces of the ring beam, the diameter is more than or equal to B14, the distance between the waist ribs on each side is less than or equal to 200mm, and the space between the lacing wires between the waist ribs is less than or equal to 200 mm; the main rib and the waist rib are connected by welding.

4. The novel beam-column joint of a reinforced concrete structure as claimed in claim 1, wherein: the steel plate sleeve is formed by welding four steel plates, and full penetration welding seams are adopted for welding within the full height range of the steel plate sleeve; the height of the steel plate sleeve is equal to the clear distance between the frame beam bottom reinforcing steel bars passing through the core area and the beam surface reinforcing steel bars passing through the core area, and is-10 mm.

5. The novel reinforced concrete structure beam column node of claim 1, wherein: the angle bars in the frame beam and the beam side steel bars in the second row penetrate through the core area to form a whole with the reinforced concrete ring beam, so that the damage resistance of the core area is enhanced; the reinforcing steel bars on the non-beam side and the reinforcing steel bars on the third row and above in the 1 st-2 nd row in the frame beam completely penetrate through the reinforced concrete ring beam on the same side and then are bent and anchored; for the side frame node, after the beam side reinforcing steel bars located in the 1 st to 2 nd rows in the frame beam penetrate through the core area of the reinforced concrete beam-column node, the beam side reinforcing steel bars are anchored in the ring beam on the other side.

6. The novel reinforced concrete structure beam column node of claim 1, wherein: when the section sizes of the upper column and the lower column are different, the main ribs of the lower column extend to the top of the steel plate sleeve and then are bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, and the anchoring length of the horizontal section is more than or equal to 12 d; the main reinforcement of the upper column extends to the bottom of the steel plate sleeve and then is bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, the anchoring length of the horizontal section is more than or equal to 12d, wherein d is the diameter of the main reinforcement, and laE is the anchoring length of the tension reinforcement in earthquake resistance.

7. The novel reinforced concrete structure beam column node of claim 1, wherein: at the top node, the main rib of the lower column extends to the top of the steel plate sleeve and then is bent and anchored in the ring beam on the same side, the anchoring total length is more than or equal to 1.2laE, and the anchoring length of the horizontal section is more than or equal to 12 d.

8. The novel beam-column joint of a reinforced concrete structure as claimed in claim 1, wherein: and reinforcing stirrups with the diameter larger than or equal to B12mm are welded on the beam surface and the bottom of the frame beam in the beam-column joint core area.