CN210857509U - Steel-concrete beam column connecting joint with weakened sections - Google Patents
Steel-concrete beam column connecting joint with weakened sections Download PDFInfo
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- CN210857509U CN210857509U CN201921026461.0U CN201921026461U CN210857509U CN 210857509 U CN210857509 U CN 210857509U CN 201921026461 U CN201921026461 U CN 201921026461U CN 210857509 U CN210857509 U CN 210857509U
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Abstract
The utility model relates to an assembly type structure construction technical field discloses a reinforced concrete beam column connected node of festival section is weakened in area. The utility model comprises a concrete column, a crossbeam, and weakening sections for connecting the crossbeam with the concrete column, wherein a steel sleeve is arranged on the surface of the concrete column at the position connected with the crossbeam, the end part of the crossbeam is provided with the weakening sections, and a connecting end plate at the end part of the weakening sections is attached to the surface of the steel sleeve and is fixed by a split screw; the weakening section is H-shaped steel with weakened flanges, and arc-shaped sections are symmetrically arranged on the upper flange plate and the lower flange plate respectivelyWeakening, arc weakening and distance between connected concrete column surfacesaThe distance between the arc weakening and the end face of the cross beam is 0.5-0.75 times of the width of the flange plate of the joint in order to weakendIs 0.5-0.75 times of the width of the weakening joint flange plate and satisfies d < a. The utility model discloses simple structure, the ann of being convenient for is torn open, effectively improves the power consumption performance of connected node nuclear core space.
Description
Technical Field
The utility model relates to an assembly type structure construction technical field especially relates to a reinforced concrete beam column connected node of festival section is weakened in area.
Background
With the great promotion of urbanization and assembly type buildings in China, the assembly type concrete public buildings, the assembly type concrete houses and the like have great market demand potential. However, the existing construction process of the prefabricated concrete structure in China is complex, so that the problems of low construction efficiency, difficulty in ensuring construction quality and the like are caused, and the lower construction efficiency can prolong the construction period, so that the capital turnover speed and the development enthusiasm of developers are influenced, and the market development of the prefabricated concrete building is not facilitated.
China belongs to the countries with frequent earthquakes, and the requirement of higher energy consumption performance is put forward for the design and construction of fabricated concrete public buildings and fabricated concrete houses. The beam-column connection node is the key influencing the mechanical property of the frame, and is simultaneously under the action of axial force, bending moment and shearing force, the force transmission mechanism is complex, and the beam-column connection node is the difficult point and the key point of the structural design.
At present, beam-column connection nodes commonly used in the construction field of China are generally in bolt-weld hybrid connection, and the specific implementation structure types are more, but the connection mode has more serious stress concentration at a welding joint, the plastic hinge is closer to a cylindrical surface, the cylindrical web at the node is easily subjected to shear buckling, the column flange is partially buckled, and a beam end plate is easily bent, the ductility and the energy consumption capability of the node are poor, and the formed connection node and the formed frame structure have poor shock resistance and energy consumption performance.
In order to solve the problems, a cover plate, a stiffening plate or a side plate is usually additionally arranged at the joint position of the beam end part to reinforce the beam end, the plastic hinge can be horizontally moved outwards by the measure, the improvement of the anti-seismic performance is facilitated, but the bending resistance of the steel beam can be additionally increased by the reinforcement of the beam end part, the requirement on the section of the steel column can be obviously increased, and the design difficulty and the construction cost are invisibly increased.
SUMMERY OF THE UTILITY MODEL
The utility model provides a simple structure is convenient for ann and is torn open, effectively improves the power consumption performance of connected node nuclear area, improves the steel-concrete beam column connected node that the area that anti-seismic performance weakens the festival section.
The technical problem to be solved is that:
in order to solve the technical problem, the utility model adopts the following technical scheme:
the utility model discloses area weakens steel-concrete beam column connected node of festival, including concrete column, crossbeam to and the weakening festival of connecting crossbeam and concrete column, its characterized in that: a steel sleeve is arranged on the surface of the concrete column at the position connected with the cross beam, a weakening section is arranged at the end part of the cross beam, a connecting end plate is arranged at the end part of the weakening section, one side surface of the connecting end plate is attached to the surface of the steel sleeve and is fixed through a counter-pulling screw rod, and the counter-pulling screw rod penetrates through the connecting end plate and the concrete column and is locked and fixed through a locking nut; the weakening joint is H-shaped steel with weakened flanges, arc weakening is symmetrically arranged on the upper flange plate and the lower flange plate respectively, the distance a between the arc weakening and the surface of the connected concrete column is 0.5-0.75 time of the width of the flange plate of the weakening joint, the distance d between the arc weakening and the end face of the cross beam is 0.5-0.75 time of the width of the flange plate of the weakening joint, and d is less than a.
The utility model discloses the reinforced concrete beam column connected node of festival section is weakened in area, it is further, the crossbeam is H shaped steel roof beam, reinforced concrete roof beam or H shaped steel concrete roof beam.
The utility model discloses the area weakens segmental steel-concrete beam column connected node, it is further, weaken the festival and be provided with the reinforcement angle steel between the connection end plate, consolidate angle steel one side limb board and the last flange board or the lower flange board fixed connection that weaken the festival, opposite side limb board with be connected the end plate laminating and set up and fixed through pulling screw rod and concrete column, it is fixed through lock nut after passing reinforcement angle steel, connection end plate and concrete column to pulling the screw rod level.
The utility model discloses the reinforced concrete beam column connected node of section weakens in area, it is further, consolidate the vertical triangle-shaped stiffening plate that is provided with in angle steel middle part.
The utility model discloses the steel-concrete beam column connected node of section weakens in area, it is further, the connecting hole has been seted up to the symmetry on the steel sleeve, and it has the connecting hole to reserve in the concrete column between the connecting hole of relative setting, violently indulges the setting of staggering of connecting hole of two directions, and distance between the upper and lower adjacent connecting hole is 2 times's connecting hole internal diameter.
The utility model discloses area weakens steel-concrete beam column connected node of festival section, it is further, length b that the arc weakens is 0.65-0.85 times of crossbeam longitudinal section height, and width c is 0.2-0.25 times of weakening festival flange board width.
The utility model discloses steel-concrete beam column connected node of area weakening festival section, further, the width c that the arc weakens is confirmed through formula ①;
in the formula:
c is the width of the arc weakening, mm;
z is the full section plastic modulus of the beam;
z is the section plastic modulus of the minimum section of the cross beam after the flange plate of the weakening section is provided with arc weakening;
Zfis the section plastic modulus of the beam flange part;
bfin order to weaken the width of the section flange plate, mm.
The utility model discloses area weakens steel-concrete beam column connected node of festival, further, z in the formula ① is confirmed through formula ②;
in the formula:
l' is the span between the opposite plastic hinges, mm;
Cfthe yield stress coefficient of the beam end is more than 0.9 and less than Cf＜1.0；
S is the elastic section modulus of the original beam;
Cνtaking the shear coefficient as 2.0;
mpin order to weaken the bending resistance bearing capacity of the section;
β is the strain enhancement coefficient of the material, 1.0 < β < 1.1;
e is the distance, mm, from the center point of the weakened section to the surface of the column.
The utility model discloses the area weakens the steel-concrete beam column connected node of festival section, it is further, still be provided with bucking restraint brace component, bucking restraint brace component's tip is passed through L shape node plate and is connected fixedly with crossbeam and concrete column.
The utility model discloses area weakens steel-concrete beam column connected node of festival section compares with prior art, has following beneficial effect:
the steel-concrete beam column connecting node with the weakened sections realizes dry connection of beam column nodes, and the cross beam and the concrete column are connected in a penetrating way through the opposite-pulling screw rods, so that the connecting strength is high; all components are prefabricated in a factory, the field workload is low, the quality of the connecting joint is convenient to control, the connection is simple and convenient, the operation is easy, the assembling and the replacement can be realized, the construction process is greatly simplified, the construction efficiency is improved, and the construction convenience is improved.
The utility model discloses it consumes energy to have set up the weakening festival at the crossbeam tip, and strengthened the weakening festival and be connected the joint strength between the end plate, the angle steel of consolidating has been set up, realized that the plasticity hinge moves outward when having realized rigid connection node, the department of weakening at the beam-ends appears in the control plasticity hinge, and full play the plasticity performance of steel, the power consumption performance of node core area has been promoted, prevent brittle failure, it is not good to have solved prefabricated beam column node shearing resistance and power consumption performance, the brittle failure scheduling problem of node easily takes place in beam column node core area.
The arc weakening design parameters of the utility model are mainly determined by the distance a between the weakening part and the column and the distance d between the weakening part and the concrete beam end; through a large amount of calculations and researches, the setting position and the size of the arc weakening are accurately controlled, the plastic hinge is controlled to appear in the weakening joint, and the energy consumption performance of the core area of the connecting joint and the anti-seismic performance of the frame structure are effectively improved.
The reinforced concrete beam column connection node with the weakened segment of the present invention will be further described with reference to the accompanying drawings.
Drawings
Fig. 1 is a schematic structural view of a steel-concrete beam-column connection node with a weakened segment according to the present invention;
FIG. 2 is a schematic diagram of a split structure at a connection node;
FIG. 3 is a top view at a connection node;
fig. 4 is a schematic structural view of the reinforcing angle steel.
Reference numerals:
1-a concrete column; 2-a steel sleeve; 3-a cross beam; 4-weakened section; 5-connecting the end plate; 6-arc weakening; 7-oppositely pulling the screw rod; 8-reinforcing angle steel; 9-triangular stiffening plate.
Detailed Description
As shown in fig. 1 to 4, the steel-concrete beam column connection node with weakened sections of the present invention comprises a concrete column 1, a beam 3, and weakened sections 4 connecting the beam 3 and the concrete column 1.
The surface of a concrete column 1 at the connecting position with a cross beam 3 is provided with a steel sleeve 2, the steel sleeve 2 is symmetrically provided with connecting holes, connecting holes are reserved in the concrete column 1 between the oppositely arranged connecting holes, the connecting holes in the transverse and longitudinal directions are staggered, and the distance between the upper and lower adjacent connecting holes is 2 times the inner diameter of the connecting hole; the steel sleeve 2 is pre-buried and fixed in the concrete in the process of prefabricating the concrete column 1.
The beam 3 is an H-shaped steel beam, a reinforced concrete beam or an H-shaped steel concrete beam and is prefabricated in a factory, the end part of the beam is provided with a weakening section 4, the weakening section 4 is welded and fixed with the steel beam or integrally formed with the end part of the steel beam, or the weakening section 4 is pre-buried in the end part of the beam 3 in the process of prefabricating the reinforced concrete beam, or the weakening section 4 is welded and fixed with the section steel in the reinforced concrete beam or integrally formed with the end part of the section steel.
The weakening section 4 is H-shaped steel with a weakened flange, one end of the H-shaped steel is fixed with the end part of the cross beam 3, the other end of the H-shaped steel is provided with a connecting end plate 5, one side surface of the connecting end plate 5 is fixedly welded with the weakening section 4, and the other side surface of the H-shaped steel is attached to the surface of the steel sleeve 2 and is fixed through a split screw 7; the nominal diameter of split screw 7 is not less than 20mm, split screw 7 passes behind connection end plate 5 and concrete column 1, it is fixed through lock nut locking, if relative one side also is provided with crossbeam 3, then split screw 7 passes connection end plate 5 in proper order, the connection end plate 5 of concrete column 1 and relative one side, and it is fixed through lock nut locking, 3 body coupling of crossbeam with both sides, the quantity that sets up of connecting piece has both been reduced, construction convenience and efficiency of construction have been improved, and a body coupling, post both sides atress is balanced.
A reinforcing angle steel 8 is further arranged between the weakened section 4 and the connecting end plate 5, a limb plate on one side of the reinforcing angle steel 8 is fixedly connected with an upper flange plate or a lower flange plate of the weakened section 4 through a bolt, a limb plate on the other side is attached to the connecting end plate 5 and is fixed with the concrete column 1 through a counter-pulling screw 7, and the counter-pulling screw 7 horizontally penetrates through the reinforcing angle steel 8, the connecting end plate 5 and the concrete column 1 and is fixed through a locking nut; the length of the reinforcing angle steel 8 is consistent with the width of the flange plate at the end part of the weakening section 4, and a triangular stiffening plate 9 is vertically arranged in the middle of the reinforcing angle steel 8.
The buckling restrained brace component can be arranged at the connecting node of the reinforced concrete beam column with the weakened section 4, the reinforcing angle steel 8 is not arranged at the moment, and the end part of the buckling restrained brace component is detachably connected with the cross beam 3 and the concrete column 1 through the L-shaped node plate; l shape node plate one side limb board sets up with the laminating of the flange plate surface that weakens section 4, and opposite side limb board sets up with the laminating of 2 lateral walls of steel sleeve, and the tip mounting panel of bucking restraint support member sets up with the laminating of L shape node plate respectively to pass through the bolt fastening.
The upper flange plate and the lower flange plate of the weakening section 4 are respectively symmetrically provided with an arc weakening 6, the arc weakening 6 is positioned in the middle section of the weakening section 4, the distance a between the arc weakening 6 and the surface of the connected concrete column 1 is 0.5-0.75 time of the width of the flange plate of the weakening section 4, and a plastic hinge can be ensured to appear at the weakening part of the flange and reduce the influence on the rigidity and the strength of the beam end; the length b of the arc weakening 6 is 0.65-0.85 times of the height of the longitudinal section of the cross beam 3, and the width c of the arc weakening 6 is 0.2-0.25 times of the width of the flange plate of the weakening section 4; the distance d between the arc weakening 6 and the end surface of the cross beam 3 is 0.5-0.75 time of the width of the flange plate of the weakening joint 4, and d is less than a.
The arc weakening 6 can ensure that the plastic hinge appears at the flange weakening part of the beam end under the action of a large earthquake, namely the arc weakening 6, the influence of the weakening design on the rigidity of the beam 3 is reduced, and the stress concentration phenomenon of the beam 3 at the beam end due to the action of the earthquake can be effectively reduced by forming the plastic hinge in the vicinity of the beam end (the arc weakening 6 part). The design parameters of the arc weakening 6 are mainly determined by the distance a of the weakening part from the column and the distance d of the weakening part from the concrete beam end.
More precisely, the width c of the arc-shaped weakening 6 is determined by the formula ①, so that the ductility characteristics of the flange weakening part and the influence on the beam end rigidity can be effectively ensured.
In the formula:
c is the width of the arc weakening 6, mm;
z is the full section plastic modulus of the beam;
z is the plastic section modulus of the cross beam 3 at the minimum section after the flange plate of the weakening section 4 is provided with the arc weakening 6, which is determined by a formula ②;
Zfis the section plastic modulus of the beam flange part;
bfin order to weaken the width of the flange plate of the section 4, mm.
In the formula:
l' is the span between the opposite plastic hinges, mm;
Cfis a beamYield stress coefficient of end, 0.9 < Cf＜1.0；
S is the elastic section modulus of the original beam 3;
Cνtaking the shear coefficient as 2.0;
mpin order to weaken the bending resistance bearing capacity of the section;
β is the strain enhancement coefficient of the material, 1.0 < β < 1.1;
e is the distance, mm, from the center point of the weakened section to the surface of the column.
The utility model discloses area weakens steel-concrete beam column connected node's of segment construction method, including following step:
firstly, prefabricating each component in a factory according to construction design requirements;
in a factory, pre-burying a steel sleeve 2 on the surface of a concrete column 1, and reserving a connecting pore channel in the corresponding concrete column 1; according to different construction types of the cross beam 3, the weakening sections 4 are integrally formed, welded or embedded at the end parts of the cross beam 3 by section steel.
Step two, arranging arc weakenings 6 on the upper flange plate and the lower flange plate of the weakening section 4;
the distance a between the arc-shaped weakenings 6 and the surface of the connected concrete column 1 is 0.5-0.75 time of the width of the flange plate of the weakening section 4, the distance d between the arc-shaped weakenings 6 and the end surface of the cross beam 3 is 0.5-0.75 time of the width of the flange plate of the weakening section 4, and d is less than a, the length b of the arc-shaped weakenings 6 is 0.65-0.85 time of the height of the longitudinal section of the cross beam 3, and the width c of the arc-shaped weakenings 6 is determined by the formula ① and the formula ②.
The arcuate weaknesses 6 are symmetrically cut on the upper and lower flange plates of the weakened section 4 depending on the determined location and size of the arcuate weaknesses 6.
Step three, conveying the prefabricated part to a construction site;
hoisting and fixing the prefabricated column;
hoisting the beam 3 and moving to a connecting position, and after adjusting the angle to align, connecting and fixing the beam by a split screw 7;
the connecting end plate 5 is aligned with the steel sleeve 2, if the two opposite sides of the concrete column 1 are symmetrically provided with the cross beams 3, the cross beams 3 on the two sides are lifted simultaneously, the alignment is corrected, the counter-pull screw 7 sequentially penetrates through the connecting end plate 5, a connecting hole reserved in the concrete column 1 and the connecting end plate 5 on the opposite side, the two ends are fixed by the locking nuts, and the connection of the cross beams 3 on the two sides and the concrete column 1 is completed.
The above-mentioned embodiments are only for describing the preferred embodiments of the present invention, and are not intended to limit the scope of the present invention, and various modifications and improvements made by those skilled in the art without departing from the design spirit of the present invention should fall into the protection scope defined by the claims of the present invention.
Claims (9)
1. Steel-concrete beam column connected node of section weakens in area, including concrete column (1), crossbeam (3) to and weaken festival (4) of connecting crossbeam (3) and concrete column (1), its characterized in that: the concrete column is characterized in that a steel sleeve (2) is arranged on the surface of the concrete column (1) at the position connected with the cross beam (3), a weakening section (4) is arranged at the end part of the cross beam (3), a connecting end plate (5) is arranged at the end part of the weakening section (4), the surface of one side of the connecting end plate (5) is attached to the surface of the steel sleeve (2) and fixed through a counter-pulling screw (7), and the counter-pulling screw (7) is locked and fixed through a locking nut after penetrating through the connecting end plate (5) and the concrete column (1); the weakening joint (4) is H-shaped steel with weakened flanges, arc weakening parts (6) are symmetrically arranged on the upper flange plate and the lower flange plate respectively, the distance a between the arc weakening parts (6) and the surface of the connected concrete column (1) is 0.5-0.75 time of the width of the flange plate of the weakening joint (4), the distance d between the arc weakening parts (6) and the end surface of the cross beam (3) is 0.5-0.75 time of the width of the flange plate of the weakening joint (4), and d is less than a.
2. The weakened segment reinforced concrete beam and column connection node of claim 1, wherein: the cross beam (3) is an H-shaped steel beam, a reinforced concrete beam or an H-shaped steel concrete beam.
3. The weakened segment reinforced concrete beam and column connection node of claim 1, wherein: weaken festival (4) and be provided with between connecting end plate (5) and consolidate angle steel (8), consolidate angle steel (8) one side limb board and the last flange board or the bottom flange board fixed connection who weakens festival (4), opposite side limb board sets up and is fixed with concrete column (1) through drawing screw rod (7) to connecting end plate (5) laminating, and it is fixed through lock nut after passing reinforcement angle steel (8), connecting end plate (5) and concrete column (1) to drawing screw rod (7) level.
4. The weakened segment reinforced concrete beam and column connection node of claim 3, wherein: and a triangular stiffening plate (9) is vertically arranged in the middle of the reinforcing angle steel (8).
5. The weakened segment reinforced concrete beam and column connection node of claim 1, wherein: connecting holes are symmetrically formed in the steel sleeve (2), connecting holes are reserved in the concrete column (1) between the oppositely arranged connecting holes, the connecting holes in the transverse and longitudinal directions are arranged in a staggered mode, and the distance between the upper connecting hole and the lower connecting hole is 2 times of the inner diameter of the connecting hole.
6. The weakened segment reinforced concrete beam and column connection node of claim 1, wherein: the length b of the arc weakening (6) is 0.65-0.85 time of the height of the longitudinal section of the cross beam (3), and the width c of the arc weakening (6) is 0.2-0.25 time of the width of the flange plate of the weakening section (4).
7. The weakened segment reinforced concrete beam and column connection node according to claim 1, wherein the width c of said arc-shaped weakening (6) is determined by the formula ①;
in the formula:
c is the width of the arc-shaped weakening (6), mm;
z is the full section plastic modulus of the beam;
z is the section plastic modulus of the minimum section of the cross beam (3) after the flange plate of the weakening joint (4) is provided with the arc weakening (6);
Zfis the section plastic modulus of the beam flange part;
bfin order to weaken the width of the flange plate of the joint (4), mm.
8. The weakened section steel-concrete beam column connection node of claim 7, wherein z in said formula ① is determined by formula ②;
in the formula:
l' is the span between the opposite plastic hinges, mm;
Cfthe yield stress coefficient of the beam end is more than 0.9 and less than Cf＜1.0；
S is the elastic section modulus of the original beam (3);
Cνtaking the shear coefficient as 2.0;
mpin order to weaken the bending resistance bearing capacity of the section;
β is the strain enhancement coefficient of the material, 1.0 < β < 1.1;
e is the distance, mm, from the center point of the weakened section to the surface of the column.
9. The weakened segment reinforced concrete beam and column connection node of claim 1, wherein: the buckling restrained brace is further provided, and the end of the buckling restrained brace is fixedly connected with the cross beam (3) and the concrete column (1) through the L-shaped node plates.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921026461.0U CN210857509U (en) | 2019-07-03 | 2019-07-03 | Steel-concrete beam column connecting joint with weakened sections |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921026461.0U CN210857509U (en) | 2019-07-03 | 2019-07-03 | Steel-concrete beam column connecting joint with weakened sections |
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| CN210857509U true CN210857509U (en) | 2020-06-26 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110453782A (en) * | 2019-07-03 | 2019-11-15 | 中建科技有限公司 | With the steel reinforced concrete beam-column connection and its construction method for weakening segment |
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2019
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110453782A (en) * | 2019-07-03 | 2019-11-15 | 中建科技有限公司 | With the steel reinforced concrete beam-column connection and its construction method for weakening segment |
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