CN110821038A - Double-steel-plate concrete combined energy-consumption connecting beam and construction method - Google Patents
Double-steel-plate concrete combined energy-consumption connecting beam and construction method Download PDFInfo
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- CN110821038A CN110821038A CN201911002542.1A CN201911002542A CN110821038A CN 110821038 A CN110821038 A CN 110821038A CN 201911002542 A CN201911002542 A CN 201911002542A CN 110821038 A CN110821038 A CN 110821038A
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- 239000004567 concrete Substances 0.000 title claims abstract description 61
- 238000010276 construction Methods 0.000 title claims abstract description 12
- 238000005265 energy consumption Methods 0.000 title description 8
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 155
- 239000010959 steel Substances 0.000 claims abstract description 155
- 230000008878 coupling Effects 0.000 claims abstract description 30
- 238000010168 coupling process Methods 0.000 claims abstract description 30
- 238000005859 coupling reaction Methods 0.000 claims abstract description 30
- 238000004873 anchoring Methods 0.000 claims abstract description 12
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 8
- 238000003466 welding Methods 0.000 claims description 8
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims description 7
- 210000003205 muscle Anatomy 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 4
- 238000009415 formwork Methods 0.000 claims description 4
- 229910052742 iron Inorganic materials 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000010008 shearing Methods 0.000 abstract description 9
- 230000000694 effects Effects 0.000 abstract description 5
- 239000011150 reinforced concrete Substances 0.000 abstract description 3
- 230000002301 combined effect Effects 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 241001660917 Crassula ovata Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
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- E—FIXED CONSTRUCTIONS
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
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- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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Abstract
The invention relates to a double-steel-plate concrete combined energy-dissipating coupling beam which comprises a first steel plate, a second steel plate, a steel skeleton and inner filling concrete, wherein the first steel plate and the second steel plate are horizontally arranged, the steel skeleton is used for connecting the two steel plates, the inner filling concrete is poured between the two steel plates, the two steel plates and the inner filling concrete form a sandwich structure, and two ends of the two steel plates respectively extend into a wall limb of a shear wall. Two ends of the steel plate respectively penetrate through the constraint edge members of the shear wall limbs and are welded with angle steel at the end parts to strengthen the anchoring. The invention also relates to a construction method of the connecting beam. The invention utilizes the combined effect formed by the steel plate and the concrete and the film effect of the steel plate to improve the problems of insufficient ductility and shearing resistance bearing capacity of the reinforced concrete deep coupling beam, prevent the coupling beam from brittle shearing damage and optimize the seismic performance of the coupled shear wall. The construction and the construction method can also be used for repairing and reinforcing the coupling beam after the earthquake. The invention has simple structure, convenient operation of the construction method and convenient popularization.
Description
Technical Field
The invention relates to a double-steel-plate concrete combined connecting beam with good energy consumption capability and ductility and a construction method thereof, which can be used in a deep connecting beam with a small span-height ratio of a coupled shear wall and belongs to the technical field of civil engineering.
Background
The application of the coupled shear wall in the high-rise building is very common, the coupled shear wall is an effective lateral force resistant component, and in a coupled shear wall system, the design of a connecting beam is very important, so that the coupled shear wall not only restrains two end wall limbs and influences the integral rigidity of the shear wall, but also is a key anti-seismic energy dissipation component in the coupled shear wall. In seismic design, a coupling beam is usually required to yield before a wall limb, a plastic hinge capable of limited rotation is formed at the beam end to dissipate energy, sufficient ductility is required to prevent the bearing capacity from being lost quickly so as to maintain the overall rigidity of the shear wall, and the ductility and the energy consumption capacity of the coupling beam are very important for the seismic performance of the shear wall.
The common connecting beam with small span-height ratio in engineering is a high-shear-ratio member, the bending moment and the shearing force of the beam end are large under the action of horizontal load, and the connecting beam is very sensitive to the shearing stress and the shearing deformation. Under the action of earthquake, even if careful calculation is carried out and a series of constructional measures are taken, the traditional reinforced concrete deep coupling beam still is easy to generate brittle oblique shearing damage. The cross crack shear failure of the connected beam occurs in the earthquake of Osaka, China Taiwan earthquake, Wenchuan earthquake and Jade tree earthquake in recent years. Such damage has poor deformability and energy consumption capability, and is difficult to satisfy the expected requirements. How to prevent the connecting beam from brittle shearing damage and improve the ductility and energy consumption capability of the connecting beam is always a difficult point of the design of the connecting beam.
Disclosure of Invention
The invention aims to provide a double-steel-plate concrete combined energy-dissipating connecting beam, which can effectively improve the ductility and energy-dissipating capacity of the connecting beam and solve the problem that a deep connecting beam in a coupled shear wall is easy to generate brittle shear failure by utilizing the restraint of a steel plate on concrete and the film effect of the steel plate.
The technical scheme adopted by the invention for solving the problems is as follows:
a double-steel-plate concrete combined energy-dissipation connecting beam comprises a first steel plate, a second steel plate, a steel skeleton and inner filling concrete, wherein the first steel plate and the second steel plate are horizontally arranged, the steel skeleton is used for connecting the two steel plates, the inner filling concrete is poured between the two steel plates, the first steel plate, the second steel plate and the inner filling concrete form a sandwich structure,
the two ends of the first steel plate and the second steel plate extend into the shear wall limbs respectively, and holes are formed in the positions, through which the longitudinal steel bars in the wall limbs penetrate, of the two steel plates respectively.
Furthermore, the steel skeleton mainly comprises a plurality of shear resistant studs uniformly arranged along the length direction of the connecting beam, a pair of penetrating tie bars and at least one layer of waist bars,
shear resistant pegs weld respectively on first steel sheet, second steel sheet, and shear resistant pegs arrange several rows along even roof beam cross-section width direction, arrange at least two rows along even roof beam cross-section width direction to wearing the drawknot reinforcing bar, the waist muscle is arranged along the middle part of even roof beam cross-section height, waist muscle rigid coupling is in the front, back row to the outside of wearing the drawknot reinforcing bar, and its tip is buckled and is anchored behind the both ends of waist muscle stretching into shear force wall limb.
Furthermore, two ends of the first steel plate and the second steel plate respectively penetrate through the constraint edge members of the shear wall limbs, and angle steel is welded at the end parts to strengthen anchoring.
Furthermore, iron wires are used for binding the waist bars and the penetrating and tying reinforcing steel bars as well as the waist bars and the longitudinal reinforcing steel bars in the shear wall limbs.
Furthermore, a round hole is formed in the position, close to the middle of the connecting beam, of the first steel plate.
Further, the steel grade used for the first steel plate and the second steel plate is higher than Q235B.
The invention also provides a construction method of the double-steel-plate concrete combined energy-dissipating connecting beam, which comprises the following steps:
s1, mounting a first steel plate and a second steel plate welded with a plurality of rows of shear studs between shear wall limbs at two ends to form a coupling beam, welding at least two rows of front and back opposite-pull tie bars between the two steel plates, respectively binding waist bars at the outer sides of the two rows of opposite-pull tie bars, bending and anchoring the end parts of the waist bars after the two ends of the waist bars extend into the shear wall limbs, and forming a round hole in the first steel plate close to the middle part of the coupling beam;
s2, fixedly installing formworks on the front side and the rear side of the first steel plate and the second steel plate;
s3, integral concrete pouring is carried out on the shear wall limbs and the connecting beams, concrete is poured from the shear wall limbs and automatically flows into the connecting beams, when the concrete flows out of the round holes, the fact that the pouring of the connecting beams of the layer is finished is judged, and the pouring of the layer is stopped;
s4, removing the concrete flowing out of the round hole and cleaning the periphery of the round hole;
and S5, welding a steel plate on the round hole in a repair mode to seal the round hole.
Further, in step S1, the two ends of the first steel plate and the second steel plate respectively penetrate through the constraint edge members of the shear wall limbs and are welded with angle steel at the ends to reinforce the anchoring.
The double-steel-plate concrete combined energy-dissipating connecting beam is formed by wrapping internal concrete by the upper and lower steel plates, a steel skeleton formed by connecting pieces such as shear-resistant studs, opposite-pulling tie bars, waist bars and the like is formed between the two steel plates and the internal concrete into a whole, so that the steel plates and the concrete work cooperatively to prevent the steel plates from buckling, the steel plates extend into wall limbs and penetrate through constraint edge members of the wall limbs, and angle steel is welded at the end parts to reinforce anchoring, so that the combined action of the steel and the concrete is realized. The ductility and the energy consumption capability of the coupling beam can be effectively improved by utilizing the restraint of the steel plate on the concrete and the film effect of the steel plate.
Compared with the prior art, the invention has the beneficial effects that:
the double-steel-plate concrete combined energy-dissipating connecting beam structure provided by the invention has the advantages that under the conditions that the whole structure arrangement and the structure system are not changed and the manufacturing cost is not obviously increased, the combined structure elements are added locally, the problem of insufficient ductility and shearing resistance bearing capacity of the reinforced concrete deep connecting beam is solved by utilizing the combined effect formed by the steel plates and the concrete and the film effect of the steel plates, the brittle shearing damage of the connecting beam is prevented, the seismic performance of the connecting-limb shear wall is optimized, and the second steel plate at the lower part can be directly used as a template for pouring the connecting-beam concrete. The structure can also be used for post-earthquake repair and reinforcement of the coupling beam. The invention has simple structure, convenient operation of the construction method and convenient popularization.
Drawings
FIG. 1 is a side view of a preferred embodiment of the present invention.
Fig. 2 is a perspective view of a preferred embodiment of the present invention.
Fig. 3 is a cross-sectional view taken along line a-a in fig. 1.
Detailed Description
The invention is described in further detail below with reference to the figures and specific examples. The objects, aspects and advantages of the present invention will become more apparent from the following description. It should be understood that the described embodiments are preferred embodiments of the invention, and not all embodiments.
Example one
Referring to fig. 1 to 3, the double-steel-plate concrete combined energy-dissipation coupling beam comprises a first steel plate 1, a second steel plate 2, a steel framework 4 and an internally filled concrete 3, wherein the first steel plate 1 and the second steel plate 2 are horizontally arranged, the steel framework 4 is used for connecting the two steel plates, the internally filled concrete 3 is poured between the two steel plates, the first steel plate 1, the second steel plate 2 and the internally filled concrete 3 form a sandwich structure, and the two steel plates and the internally filled concrete 3 are connected through the steel framework 4 to form a whole. Two ends of the first steel plate 1 and the second steel plate 2 extend into the shear wall limbs 9 respectively, and holes 10a are formed in the positions, through which the longitudinal reinforcements 8 of the two steel plates penetrate, of the wall limbs respectively so as to ensure that the longitudinal reinforcements 8 of the wall limb constraint edge member penetrate through the steel plates continuously. The two ends of the first steel plate 1 and the second steel plate 2 respectively penetrate through the constraint edge members of the shear wall limbs 9 and are welded with L70 multiplied by 6 angle steel 7 at the ends to strengthen the anchoring.
In the embodiment, the height of the section of the coupling beam is 500mm, the width of the section is 260mm consistent with the thickness of the shear wall, and the span of the coupling beam is 1000 mm. The first steel plate 1 and the second steel plate 2 are made of Q345B grade steel plates with the thickness of 10mm, the section of the filling concrete 3 is 480mm high, and the concrete strength grade is consistent with that of the wall concrete.
The steel skeleton 4 is mainly composed of a plurality of shear-resistant studs 44 uniformly arranged along the length direction of the coupling beam, a pair of through tie bars 45 and at least one layer of wale 46. The shear studs 44 are M10 cylindrical studs 100mm long, 50mm apart from each other along the length direction of the coupling beam, three rows of studs 75mm apart from each other along the width direction of the cross section of the coupling beam, and are welded to the two steel plates by stud guns.
The through tie bars 45 are HRB400 steel bars with the diameter of 10mm, the distance between the through tie bars is 100mm along the length direction of the connecting beam, the distance between the through tie bars is 150mm, and the through tie bars 45 and the shear-resistant studs 44 are arranged at intervals. The waist bar 46 adopts HRB400 steel bars with the diameter of 14mm, two HRB400 steel bars are arranged in the middle of the cross section height of the coupling beam, the HRB400 steel bars are arranged outside the opposite tie steel bars and bound with the opposite tie steel bars 45 by iron wires, after the HRB400 steel bars extend into the wall limb 9 of the shear wall, the end parts of the HRB400 steel bars are bent and anchored, and the waist bar 46 and the longitudinal steel bars 8 in the wall limb constraint edge component are also bound by the iron wires. And a round hole 10b with the diameter of 50mm is formed in the position 90mm away from the middle point of the connecting beam on the first steel plate and is used for pouring concrete.
The invention also discloses a construction method of the double-steel-plate concrete combined energy-dissipating connecting beam, which comprises the following steps:
s1, installing a first steel plate 1 and a second steel plate 2 welded with a plurality of rows of shear studs 44 between shear wall limbs 9 at two ends to form a coupling beam, welding at least two rows of front and back opposite-row tie bars 45 between the two steel plates, respectively binding waist bars 46 at the outer sides of the two rows of opposite-row tie bars 45, bending and anchoring the end parts of the waist bars 46 after the two ends of the waist bars 46 extend into the shear wall limbs 9, and forming a round hole 10b in the first steel plate 1 close to the middle part of the coupling beam;
s2, fixedly installing formworks on the front side and the rear side of the first steel plate 1 and the second steel plate 2, wherein the second steel plate is used as a lower formwork during pouring;
s3, integral concrete pouring is carried out on the shear wall limbs 9 and the connecting beams, concrete is poured from the shear wall limbs 9 and automatically flows into the connecting beams, when the concrete flows out of the round holes 10b, the fact that the layer of the connecting beams is poured is judged to be finished, and the layer of pouring is stopped;
s4, removing the concrete flowing out of the round hole 10b and cleaning the periphery of the round hole 10 b;
s5, welding the steel plate 11 on the round hole 10b to seal the round hole 10b, wherein the material of the steel plate 11 is the same as that of the first steel plate 1, and welding the steel plate to the first steel plate by peripheral fillet welding. .
In step S1, the two ends of the first steel plate 1 and the second steel plate 2 respectively pass through the constraint edge members of the shear wall limbs 9 and are welded with angle steel 7 at the ends to reinforce the anchoring.
The double-steel-plate concrete combined energy-dissipating connecting beam is formed by wrapping internal concrete by the upper and lower steel plates, a steel skeleton formed by connecting pieces such as shear-resistant studs, opposite-pulling tie bars, waist bars and the like is formed between the two steel plates and the internal concrete into a whole, so that the steel plates and the concrete work cooperatively to prevent the steel plates from buckling, the steel plates extend into wall limbs and penetrate through constraint edge members of the wall limbs, and angle steel is welded at the end parts to reinforce anchoring, so that the combined action of the steel and the concrete is realized. The ductility and the energy consumption capability of the coupling beam can be effectively improved by utilizing the restraint of the steel plate on the concrete and the film effect of the steel plate.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not intended to limit the scope of the present invention, and it is obvious that any person skilled in the art can easily conceive of alternative or modified embodiments based on the above embodiments and these should be covered by the present invention.
Claims (8)
1. The utility model provides a two steel sheet concrete combination power consumption are roof beam even which characterized in that:
comprises a first steel plate, a second steel plate, a steel skeleton for connecting the two steel plates and an inner filling concrete poured between the two steel plates, wherein the first steel plate, the second steel plate and the inner filling concrete form a sandwich structure,
the two ends of the first steel plate and the second steel plate extend into the shear wall limbs respectively, and holes are formed in the positions, through which the longitudinal steel bars in the wall limbs penetrate, of the two steel plates respectively.
2. The double-steel-plate concrete combined energy dissipation coupling beam as claimed in claim 1, wherein:
the steel skeleton mainly comprises a plurality of shear resistant studs uniformly arranged along the length direction of the connecting beam, a pair of through tie bars and at least one layer of waist bars,
shear resistant pegs weld respectively on first steel sheet, second steel sheet, and shear resistant pegs arrange several rows along even roof beam cross-section width direction, arrange at least two rows along even roof beam cross-section width direction to wearing the drawknot reinforcing bar, the waist muscle is arranged along the middle part of even roof beam cross-section height, waist muscle rigid coupling is in the front, back row to the outside of wearing the drawknot reinforcing bar, and its tip is buckled and is anchored behind the both ends of waist muscle stretching into shear force wall limb.
3. The double-steel-plate concrete combined energy-dissipating coupling beam as claimed in claim 1 or 2, wherein:
and two ends of the first steel plate and the second steel plate respectively penetrate through the constraint edge members of the shear wall limbs and are welded with angle steel at the end parts to strengthen the anchoring.
4. The double-steel-plate concrete combined energy dissipation coupling beam as claimed in claim 2, wherein:
and iron wires are used for binding the waist bars and the tie bars as well as the waist bars and the longitudinal steel bars in the shear wall limbs.
5. The double-steel-plate concrete combined energy dissipation coupling beam as claimed in claim 1, wherein:
the first steel plate is provided with a round hole at a position close to the middle of the connecting beam.
6. The double-steel-plate concrete combined energy dissipation coupling beam as claimed in claim 1, wherein:
the grade of the steel used by the first steel plate and the second steel plate is higher than that of Q235B.
7. A construction method of a double-steel-plate concrete combined energy-dissipating connecting beam is characterized by comprising the following steps:
s1, mounting a first steel plate and a second steel plate welded with a plurality of rows of shear studs between shear wall limbs at two ends to form an outer side framework of a coupling beam, welding at least two front and back rows of oppositely-pulled tie bars between the two steel plates, respectively binding waist bars at the outer sides of the two rows of oppositely-penetrated tie bars, bending and anchoring the end parts of the waist bars after the two ends of the waist bars extend into the shear wall limbs, and forming a round hole in the first steel plate close to the middle part of the coupling beam;
s2, fixedly installing formworks on the front side and the rear side of the first steel plate and the second steel plate;
s3, integral concrete pouring is carried out on the shear wall limbs and the connecting beams, concrete is poured from the shear wall limbs and automatically flows into the connecting beams, when the concrete flows out of the round holes, the fact that the pouring of the connecting beams of the layer is finished is judged, and the pouring of the layer is stopped;
s4, removing the concrete flowing out of the round hole and cleaning the periphery of the round hole;
and S5, welding a steel plate on the round hole in a repair mode to seal the round hole.
8. The construction method according to claim 7, wherein:
in step S1, the two ends of the first steel plate and the second steel plate respectively penetrate through the constraint edge members of the shear wall limbs and are welded with angle steel at the ends to reinforce the anchoring.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111734010A (en) * | 2020-06-02 | 2020-10-02 | 长春工程学院 | Assembly type double-limb shear wall with inner arch type connecting beams and assembly method |
| CN112575952A (en) * | 2020-12-02 | 2021-03-30 | 苏州科技大学 | End steel plate self-anchoring structure of double-steel-plate-concrete combined structure |
| CN112663866A (en) * | 2020-12-17 | 2021-04-16 | 同济大学建筑设计研究院(集团)有限公司 | Concrete coupling beam structure for super high-rise and design, prefabrication and construction methods thereof |
| CN113392563A (en) * | 2021-06-29 | 2021-09-14 | 石家庄铁道大学 | Pipe curtain prefabricated structure and design method thereof |
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| CN113392563A (en) * | 2021-06-29 | 2021-09-14 | 石家庄铁道大学 | Pipe curtain prefabricated structure and design method thereof |
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