CN214696246U - Concrete coupling beam structure capable of effectively reducing shearing force - Google Patents
Concrete coupling beam structure capable of effectively reducing shearing force Download PDFInfo
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- CN214696246U CN214696246U CN202023054798.8U CN202023054798U CN214696246U CN 214696246 U CN214696246 U CN 214696246U CN 202023054798 U CN202023054798 U CN 202023054798U CN 214696246 U CN214696246 U CN 214696246U
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Abstract
The utility model discloses a can effectively reduce concrete that receives and link roof beam structure, include the company roof beam that is connected with the shear force wall, be located the framework of steel reinforcement in linking the roof beam and be located linking the roof beam and pass the framework of steel reinforcement along linking the first shaped steel that bends into the zigzag structure of roof beam longitudinal extension and bend into the second shaped steel of falling the trapezium structure, wherein first shaped steel and second shaped steel interval distribution and second shaped steel are located between two first shaped steels, the horizontal part of first shaped steel and the rake of second shaped steel are in the same cross section of linking the roof beam, the rake of first shaped steel and the horizontal part of second shaped steel are in the same cross section of linking the roof beam, the rake incline opposite direction of two first shaped steels. The utility model discloses a second shaped steel is in the centre, and 2 first shaped steel make even roof beam can descend some at the shear rigidity of support department in the design of both sides, therefore the shear force that attracts also can corresponding decline.
Description
Technical Field
The utility model relates to a link the beam structure, especially relate to the concrete that can effectively reduce the shear force that receives links the beam structure.
Background
Coupling beams refer to beams that connect wall limbs to wall limbs in shear wall structures and frame-shear wall structures, in the plane of the wall limbs. The coupling beam generally has the characteristics of small span, large section, high rigidity of a wall body connected with the coupling beam and the likeUnder the action of earthquake, the bending moment of the end part of the connecting beam is very large, and the span is small, so that the shearing force of the end part of the connecting beam is very large
In order to resist the great shearing force of the connecting beam caused by the action of the earthquake in the earthquake-proof design, two measures can be taken: (1) increasing the resistance of the member to enable the member to withstand large internal forces; (2) reducing the stiffness of the member to reduce the internal forces to which it is subjected.
The method (1) can adopt methods such as arranging diagonal hidden support steel bars and increasing the height of the connecting beam. However, the method of increasing the beam height inevitably further increases the rigidity of the member, further attracts greater shearing force, forms a vicious circle, is not economical, and increases the beam height influence the clearance height of the space in the building and influences the use. For a super high-rise structure, the transverse action is more obvious, if diagonal hidden brace steel bars are arranged in a coupling beam, the number of the steel bars is very large, but the size of the outer skin of the diagonal hidden brace in the coupling beam is strictly regulated, and in order to ensure the engaging force between the steel bars and concrete, the specification has certain requirements on the clear distance between the steel bars, so that the steel bars which can be arranged in the diagonal hidden brace are very limited for the coupling beam with fixed section size. Even if the reinforcing steel bars can be arranged in rows in theory, in the process of binding the reinforcing steel bars in construction, the construction cannot be carried out due to the existence of the reinforcing steel bars such as section steel in the shear wall end part constraint edge component, a coupling beam stirrup and a longitudinal bar. In addition, the excessively dense steel bars can cause great difficulty in pouring concrete, and the condition that the concrete is not compact occurs.
The method adopted in the method (2) comprises the measures of beam joint parting, direct beam bending and stiffness reduction in earthquake calculation and the like; the beam connecting seam can effectively weaken the rigidity of the beam connecting, but the bending resistance bearing capacity of the beam connecting seam is weakened and the construction is difficult. In addition, although the rigidity of the connecting beam can be multiplied by a rigidity reduction coefficient of 0.5-1.0 under the anti-seismic action of the connecting beam, the connecting beam is allowed to crack or be damaged under the large earthquake; however, in some small earthquake situations, the connecting beam may not be damaged or damaged obviously, and the rigidity is not weakened significantly, so that the calculation model of the structural design is not consistent with the actual situation.
Therefore, it is desired to solve the above problems.
SUMMERY OF THE UTILITY MODEL
Utility model purpose: the utility model aims at providing a can improve the concrete that can effectively reduce the shear force that receives of shearing bearing capacity of linking the roof beam even roof beam structure by a wide margin under the condition of the same steel quantity.
The technical scheme is as follows: for the purpose of the realization, the utility model discloses a can effectively reduce concrete that receives and link beam structure, include the company's roof beam that is connected with the shear force wall, be located the framework of steel reinforcement in linking the roof beam and be located linking the roof beam and pass the framework of steel reinforcement along linking the first shaped steel that bends into zigzag structure of roof beam longitudinal extension and bend into the second shaped steel of falling the trapezium structure, wherein first shaped steel and second type steel interval distribution and second shaped steel are located between two first shaped steels, the horizontal part of first shaped steel and the same cross section of linking the roof beam of rake of second shaped steel, the rake of first shaped steel and the horizontal part of second shaped steel are in the same cross section of linking the roof beam, the rake slope opposite direction of two first shaped steels.
The width of the connecting beam is the same as that of the shear wall, and the height of the connecting beam is not more than the height of the building layer minus the specified building clear height.
Preferably, the steel reinforcement framework comprises a construction full-length longitudinal bar penetrating through the connecting beam and construction stirrups which are distributed at intervals and used for binding the construction full-length longitudinal bar.
Furthermore, the diameter of the steel bar of the structure stirrup is 8-14 mm, and the distance between the structure stirrups is 75-100 mm.
Furthermore, the diameter of the steel bar for constructing the full-length longitudinal bar is 18-25 mm.
Preferably, the upper flanges of the adjacent section steels are connected through a flange fixing plate to form a steel skeleton.
Furthermore, a stiffened plate is arranged at the bending part of the first profile steel.
Furthermore, a stiffened plate is arranged at the bending part of the second profile steel.
Preferably, the bending position of the first section steel is a three-point position of the beam span.
Furthermore, the bending A and the bending B of the second section steel are three points of the span of the beam.
Has the advantages that: compared with the prior art, the utility model has the advantages of it is following:
(1) the utility model adopts the obliquely bent section steel to be arranged in the connecting beam, and compared with the straight section steel with equal area, the obliquely bent section steel has larger vertical projection area, thereby greatly improving the shearing bearing capacity of the connecting beam under the condition of the same steel consumption; when the shearing bearing capacity of the section steel is improved, the requirement on the number of stirrups can be reduced, and the requirement on manufacturing design is reduced;
(2) the oblique profile steel is arranged on any section of the connecting beam, the oblique angles are uniform, so that the profile steel is not provided with shear-resistant weak surfaces, and the shear force between shear walls can be effectively transmitted; meanwhile, no matter what section the section is, the obliquely arranged section steel is orthogonal to the crack, so that the tensile capacity of the section steel is exerted to the maximum extent;
(3) for a common connecting beam, the support is restrained greatly, and the span is restrained slightly, so that the connecting beam is easy to form an abdominal shear oblique crack at the support; the utility model adopts the design that the second section steel is arranged in the middle and the 2 first section steels are arranged on the two sides, so that the shearing rigidity of the connecting beam at the support can be reduced, and the attracted shearing force can be correspondingly reduced;
(4) the flange of the utility model is narrow, the local stability is good, even if the concrete outside the flange is peeled off in the earthquake, the constraint effect on the compression flange is lost, and the possibility of local buckling of the compression flange is low;
(5) the utility model has the advantages that the gap is reserved between the adjacent section steels for the stirrup to pass through, the construction is convenient, and the problems that the stirrup cannot pass through the flange due to the wider flange of the section steel in the existing connecting beam are solved;
(6) the connecting beam structure of the utility model can be prefabricated, and can be hoisted on site after being prefabricated, and the construction of the connecting beam can be completed after simple welding; in the prefabrication process, a large number of steel bars do not need to be bound, only four full-length structural longitudinal bars and a small number of stirrups need to be bound, and the prefabrication process is very convenient; the stress mechanism is very clear, and the designer can conveniently determine the size of the section steel during design.
Drawings
Fig. 1 is a schematic structural view of the shear wall according to the present invention;
FIG. 2 is a first cross-sectional view of the medium profile steel of the present invention;
FIG. 3 is a second cross-sectional view of the medium gauge steel of the present invention;
fig. 4(a) is a schematic structural view of the middle coupling beam template of the present invention;
fig. 4(b) is a schematic diagram of the opening of the end portion template at one end of the middle coupling beam according to the present invention;
fig. 4(c) is a schematic diagram of the opening of the end portion template at the other end of the connecting beam in the present invention;
FIG. 5(a) is a schematic structural view of a full-length longitudinal rib and a structural stirrup in the present invention;
FIG. 5(b) is a schematic end view of a full-length longitudinal rib and a hoop rib of the present invention;
fig. 6(a) is a schematic view of an end portion of the tie-beam formwork of the present invention with a tie plate disposed therein;
fig. 6(b) is a schematic view of another end of the tie beam template provided with a backing plate;
fig. 6(c) is a schematic structural view of a cushion plate arranged in the middle coupling beam template of the present invention;
FIG. 7(a) is a schematic structural view of a second section steel in the middle coupling beam of the present invention;
FIG. 7(b) is a schematic view showing a state of the first section steel in the intermediate coupling beam according to the present invention;
FIG. 7(c) is a schematic view showing another state of the first section steel in the intermediate coupling beam according to the present invention;
fig. 8(a) is a schematic structural view of the connection between the middle section steel and the flange fixing plate of the present invention;
FIG. 8(b) is a top view of the connection between the middle section steel and the flange fixing plate of the present invention;
fig. 9(a) is a schematic structural view of the steel framework penetrating into the steel reinforcement framework;
fig. 9(b) is a top view of the steel framework penetrating into the steel reinforcement framework;
fig. 10(a) is a schematic structural view of the middle steel framework and the steel reinforcement framework penetrating into the coupling beam template;
fig. 10(b) is a top view of the steel framework and the steel reinforcement framework penetrating into the coupling beam template;
fig. 11 is a schematic structural diagram of the present invention.
Detailed Description
The technical solution of the present invention will be further explained with reference to the accompanying drawings.
As shown in figure 1, the utility model relates to a concrete is roof beam structure even that can effectively reduce the shear force that receives, including even roof beam 1, first shaped steel 2, second shaped steel 3, structure full length longitudinal bar 4, structure stirrup 5, edge of a wing fixed plate 6 and stiffened plate 7. The connecting beam 1 is used for connecting the shear wall and is formed by pouring concrete. The structural full-length longitudinal bars 4 penetrate through the coupling beam, and the structural stirrups 5 are distributed at intervals and used for binding the structural full-length longitudinal bars 4 and form a steel bar framework positioned in the coupling beam together with the structural full-length longitudinal bars 4; wherein the structure stirrup can be used for limiting the crack development of the beam in the structure, and the structure full-length longitudinal bar and the structure stirrup form a steel bar framework to ensure the stability of the structure stirrup. The first section steel 2 and the second section steel 3 are distributed in the connecting beam 1 side by side at intervals and penetrate through the steel reinforcement framework to longitudinally bend and extend along the connecting beam 1, the first section steel 2 is bent into a Z-shaped structure, the second section steel 3 is bent into an inverted trapezoidal structure, a stiffened plate 7 is arranged at the bending part of the first section steel 2, and the stiffened plate 7 is arranged at the bending part of the second section steel 3 so as to ensure the stress performance of the section steel at the bending part; the bending part of the first section steel 1 is a trisection of the beam span, and the bending parts A and B of the second section steel 2 are trisection of the beam span. The horizontal part of the first section steel 2 and the inclined part of the second section steel 3 are positioned on the same cross section of the connecting beam, the inclined part of the first section steel 2 and the horizontal part of the second section steel 3 are positioned on the same cross section of the connecting beam, and the inclined parts of the adjacent first section steels 2 are opposite in inclined direction. The utility model discloses in choose for use 2 first shaped steel 2, 1 second shaped steel 3, second shaped steel is located between 2 first shaped steel, and the last flange of adjacent shaped steel is connected through edge of a wing fixed plate 6 and is formed the steel skeleton, guarantees that shaped steel forms stable frame, is unlikely to appear the phenomenon that shaped steel plane external stability is not enough before concrete placement. Or the utility model discloses a cross section of first shaped steel and second shaped steel is the combination of H shaped steel, square tube steel or H shaped steel and square tube steel. The lower ends of the first section steel and the second section steel on two sides of the coupling beam are always kept with lower flanges, so that the lower flanges can be always used for tension, and the upper flanges are always kept on the upper ends of the first section steel and the second section steel on two sides of the coupling beam, so that the upper flanges can be always used for tension in the hogging moment area.
The utility model relates to a can effectively reduce the design method of the concrete even roof beam structure of the shear force that receives, including following step:
(1) determining the width and height of the coupling beam: the width of the connecting beam is the same as that of the shear wall, and the height of the connecting beam is not more than the height of the building layer minus the specified building clear height;
(2) determining the sizes of the construction full-length longitudinal bars and the construction hoops: determining the minimum diameter value of the steel bar required to be met by the structural stirrups according to the shearing force applied to the connecting beam, selecting a proper steel bar diameter within 8-14 mm, and selecting 75-100 mm intervals along the axial direction of the beam; the diameter of the steel bar for constructing the full-length longitudinal bar is 18-25 mm;
(3) determining the size of the section steel: width of flange of section steel bf＝bfSelecting 1/5-1/7 of width of connecting beam and height h of web platewSelecting 1/3-1/2 of the height of the connecting beam; dividing the width b of the lower flange by the reinforcement area of the bottom of the connecting beam according to the calculation result of SATWEfObtaining the thickness t of the lower flangefDividing the width b of the flange by the reinforcing bar area at the top of the coupling beamf'Obtaining the thickness t of the upper flangef'; using the reinforcement area A of the diagonal hidden shoring according to the calculation result of SATWEsDivided by web height hwObtaining the thickness t of the webw(ii) a Or web thickness tw＝(As-bf×tf-bf'×tf')/hw；
(4) Stiffened plate and profile steel web twAnd the thickness is equal.
The utility model relates to a can effectively reduce the precast method of the concrete even beam structure of the shear force that receives, including following step:
(1) installing templates according to the size of the connecting beam, arranging end templates 8 at two connecting surfaces of the connecting beam and the shear wall, and forming holes on the end templates, wherein the size of each hole is the same as the size of the section steel and the diameter of the structural full-length longitudinal rib, so that the section steel and the structural full-length longitudinal rib penetrate through the end templates, as shown in fig. 4(a) -4 (c);
(2) binding the structural full-length longitudinal bars and the structural stirrups by binding wires to form a reinforcement cage, as shown in fig. 5(a) -5 (b);
(3) the cushion blocks 9 for supporting the steel bar framework are arranged in the template at intervals, and the number of the cushion blocks is determined according to the self weight of the steel bar framework and the steel bar framework, as shown in figures 6(a) -6 (c);
(4) prefabricating a first section steel and a second section steel according to the designed size, and welding a stiffened plate at the bending position of the section steel, as shown in figures 7(a) -7 (c);
(5) welding the upper flanges of the first section steel and the second section steel together by using the flange fixing steel plates to form a steel skeleton, as shown in fig. 8(a) -8 (b);
(6) penetrating the steel skeleton into the steel reinforcement skeleton and then placing the steel skeleton into a cushion block in a template, and enabling the section steel and the structural full-length longitudinal bars to penetrate through the open holes of the templates at the two end parts, as shown in figures 9(a) -9 (b) and figures 10(a) -10 (b);
(7) pouring concrete and curing to a specified strength, removing the form and leaving the spacer blocks in the coupling beam as shown in fig. 11.
The utility model relates to a can effectively reduce the construction method of the concrete even beam structure of the shear force that receives, including following step:
(1) hoisting the prefabricated connecting beam to a specified elevation;
(2) connecting the first section steel and the second section steel at the end parts with the shear section steel 10 in the shear wall constraint edge member by using a full penetration butt welding seam on site;
(3) concrete is poured into the shear wall as shown in fig. 1.
Claims (10)
1. The utility model provides a can effectively reduce concrete even beam structure of shear force that receives which characterized in that: including linking roof beam (1) that is connected with the shear force wall, be located the framework of steel reinforcement in linking the roof beam and be located linking the roof beam and pass the framework of steel reinforcement along linking the roof beam longitudinal extension bend into first shaped steel (2) of zigzag structure and bend into second shaped steel (3) of falling the trapezium structure, wherein first shaped steel (2) and second shaped steel (3) interval distribution and second shaped steel (3) are located between two first shaped steel (2), the horizontal part of first shaped steel (2) and the rake of second shaped steel (3) are in the same cross section of linking the roof beam, the rake of first shaped steel (2) and the horizontal part of second shaped steel (3) are in the same cross section of linking the roof beam, the rake direction of slope of two first shaped steel (2) is opposite.
2. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 1, which is characterized in that: the width of the connecting beam is the same as that of the shear wall, and the height of the connecting beam is not more than the height of the building layer minus the specified clear height of the building.
3. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 1, which is characterized in that: the steel bar framework comprises a structural full-length longitudinal bar (4) arranged in the coupling beam in a penetrating mode and structural stirrups (5) distributed at intervals and used for binding the structural full-length longitudinal bar.
4. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 3, which is characterized in that: the diameter of the steel bar of the structure stirrup is 8-14 mm, and the distance between the structure stirrups is 75-100 mm.
5. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 3, which is characterized in that: the diameter of the steel bar for constructing the full-length longitudinal bar is 18-25 mm.
6. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 1, which is characterized in that: the upper flanges of the adjacent section steels are connected through flange fixing plates (6) to form a steel skeleton.
7. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 1, which is characterized in that: and a stiffened plate (7) is arranged at the bending part of the first section steel (2).
8. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 1, which is characterized in that: and a stiffened plate (7) is arranged at the bending part of the second section steel (3).
9. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 1, which is characterized in that: the bending part of the first section steel (2) is a three-point part of the beam span.
10. The concrete coupling beam structure capable of effectively reducing the shear force according to claim 1, which is characterized in that: the bending A and B positions of the second section steel (3) are three points of the span of the beam.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202023054798.8U CN214696246U (en) | 2020-12-17 | 2020-12-17 | Concrete coupling beam structure capable of effectively reducing shearing force |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202023054798.8U CN214696246U (en) | 2020-12-17 | 2020-12-17 | Concrete coupling beam structure capable of effectively reducing shearing force |
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| CN214696246U true CN214696246U (en) | 2021-11-12 |
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| CN202023054798.8U Active CN214696246U (en) | 2020-12-17 | 2020-12-17 | Concrete coupling beam structure capable of effectively reducing shearing force |
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