CN115262811A - Construction method of transverse section steel concrete combined shear wall - Google Patents
Construction method of transverse section steel concrete combined shear wall Download PDFInfo
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- CN115262811A CN115262811A CN202211099585.8A CN202211099585A CN115262811A CN 115262811 A CN115262811 A CN 115262811A CN 202211099585 A CN202211099585 A CN 202211099585A CN 115262811 A CN115262811 A CN 115262811A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 137
- 239000010959 steel Substances 0.000 title claims abstract description 137
- 238000010276 construction Methods 0.000 title claims abstract description 46
- 239000004567 concrete Substances 0.000 title claims abstract description 32
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 85
- 230000002787 reinforcement Effects 0.000 claims abstract description 27
- 239000003513 alkali Substances 0.000 claims abstract description 5
- 239000004744 fabric Substances 0.000 claims abstract description 5
- 239000000835 fiber Substances 0.000 claims abstract description 5
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 230000000452 restraining effect Effects 0.000 claims abstract description 4
- 238000009826 distribution Methods 0.000 claims description 33
- 238000005266 casting Methods 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 12
- 238000009415 formwork Methods 0.000 claims description 9
- 238000011065 in-situ storage Methods 0.000 claims description 9
- 238000005452 bending Methods 0.000 claims description 5
- 239000002002 slurry Substances 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract description 12
- 230000008901 benefit Effects 0.000 abstract description 10
- 230000009471 action Effects 0.000 description 7
- 230000000694 effects Effects 0.000 description 4
- 239000002131 composite material Substances 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 230000007123 defense Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 238000009435 building construction Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/64—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of concrete
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- 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
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- 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
- E04B1/92—Protection against other undesired influences or dangers
- 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
- 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
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0604—Prismatic or cylindrical reinforcement cages composed of longitudinal bars and open or closed stirrup rods
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0645—Shear reinforcements, e.g. shearheads for floor slabs
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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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/02—Conveying or working-up concrete or similar masses able to be heaped or cast
-
- 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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- 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
- E04H9/025—Structures with concrete columns
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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
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
- E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
- E04C2003/0452—H- or I-shaped
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
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Abstract
A construction method of a transverse section steel concrete combined shear wall comprises the following specific construction steps: (1) pouring a lower reinforced concrete floor slab; (2) binding a reinforcement cage for restraining/constructing the edge embedded column; (3) binding a shear wall reinforcing steel bar net rack; (4) manufacturing an I-shaped steel beam; (5) Pouring the restrained/constructed edge embedded columns and the reinforced concrete shear wall, and fixing the I-shaped steel beams on the top of the reinforced concrete shear wall; (6) Pouring an upper reinforced concrete floor slab, and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor slab; (7) And paving alkali-resistant fiber cloth on the surface of the reinforced concrete shear wall. The invention adopts the I-shaped steel beam to connect the upper reinforced concrete floor slab and the reinforced concrete shear wall, can improve the deformation capability of the wall structure, can effectively improve the earthquake resistance, the safety performance and the after-earthquake restoration performance of house buildings, public buildings and the like, and has the advantages of high cost performance, convenient construction, low cost and obvious economy.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a transverse section steel concrete combined shear wall.
Background
JGJ3-2002 suggests that the design concept should be emphasized in the design of a high-rise building structure, a structure system with good earthquake resistance and wind resistance and economic and reasonable performance is preferred, and a construction measure is enhanced. The general Specification for composite structures GB55004-2021 suggests that the composite structure or the structure which has simple structure and convenient construction and meets the industrialized requirements should be preferably selected during design. The earthquake action has great influence on buildings, the shear wall is taken as a bearing component and generally bears the shear action of the earthquake, the joint of the existing floor slab and the wall body is a traditional reinforced concrete node, the earthquake resistance and the deformation capability are poor, the wall body is easy to deform and damage under the earthquake action, the wall body is difficult to recover quickly after the earthquake, the economic loss is serious, the construction cost is high, the construction is complex, and the construction period is long.
Disclosure of Invention
The invention aims to provide a construction method of a transverse section steel concrete combined shear wall, which adopts I-shaped steel beams to connect an upper reinforced concrete floor slab and the reinforced concrete shear wall, can improve the deformation capability of a wall structure, can effectively improve the seismic performance, the safety performance and the after-earthquake restoration performance of house buildings, public buildings and the like, and has the advantages of high cost performance, convenient construction, low cost and obvious economy.
In order to realize the purpose, the invention adopts the following technical scheme:
a construction method of a transverse section steel concrete combined shear wall comprises the following specific construction steps:
(1) Pouring the lower reinforced concrete floor slab in situ according to a conventional formwork supporting method;
(2) Binding and restraining/constructing reinforcement cages with hidden columns at the edges at the two sides of the reinforced concrete shear wall;
(3) Binding a shear wall reinforcing steel bar net rack;
(4) Manufacturing an I-shaped steel beam;
(5) Pouring the restrained/constructed edge embedded columns and the reinforced concrete shear wall, and pouring and fixing the I-shaped steel beams on the top of the reinforced concrete shear wall;
(6) Casting an upper reinforced concrete floor in situ according to a conventional formwork erecting method, and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor in a casting manner;
(7) And removing the template after the concrete is completely hardened, and paving alkali-resistant fiber cloth on the surface of the reinforced concrete shear wall.
The length of the restraint/construction edge hidden column in the step (2) is more than or equal to 400mm, the reinforcement cage comprises a plurality of longitudinal reinforcements and a plurality of stirrups, the longitudinal reinforcements are arranged in a rectangular array, and the stirrups are horizontally arranged, are hooped on the longitudinal reinforcements at intervals up and down and are bound and fixedly connected with the longitudinal reinforcements.
The diameter of the longitudinal steel bar is 20mm, the longitudinal steel bar is made of HRB400, the stirrups are double-limb hoops, the diameter of each stirrup is 6mm, the upper and lower spacing between every two adjacent stirrups is 150mm, and the stirrups are made of HRB 335.
The shear wall reinforcing steel bar net rack in the step (3) comprises two rows of reinforcing steel bar nets which are spaced from front to back, the reinforcing steel bar nets are formed by binding a plurality of horizontal distribution bars which are arranged at intervals from top to bottom and a plurality of vertical distribution bars which are arranged at intervals from left to right, a plurality of tie bars are fixedly connected between the two rows of reinforcing steel bar nets, the tie bars are arranged according to a rectangular array, two ends of each horizontal distribution bar are respectively anchored in the constraint/structure edge hidden columns on two sides, two ends of each horizontal distribution bar are respectively provided with a bent hook, each bent hook on the left side is anchored in the constraint/structure edge hidden column on the left side, each bent hook on the right side is anchored in the constraint/structure edge hidden column on the right side, and two ends of each vertical distribution bar are respectively provided with a 90-degree bending section.
The diameter of each horizontal distribution rib is 8mm, the distance between two adjacent upper and lower horizontal distribution ribs is 150mm, the horizontal distribution ribs are made of HRB335, the diameter of each vertical distribution rib is 10mm, the distance between two adjacent left and right vertical distribution ribs is 200mm, the vertical distribution ribs are made of HRB400, the diameter of each lacing wire is 6mm, the distance between two adjacent left and right lacing wires is 200mm, the distance between two adjacent upper and lower lacing wires is 150mm, the lacing wires are made of HPB300, the length of each hook is larger than or equal to 80mm, and the bending angle theta of each hook is larger than 135 degrees.
The I-shaped steel beam in the step (4) is horizontally arranged along the left-right direction, a plurality of transverse stiffening rib steel plates which are arranged at left-right intervals are arranged on the front side and the rear side of a web plate of the I-shaped steel beam, and are welded with the web plate, the upper side flange and the lower side flange of the I-shaped steel beam through fillet welds, the front side edge of each transverse stiffening rib steel plate on the front side is flush with the front side edge of the flange of the I-shaped steel beam, and the rear side edge of each transverse stiffening rib steel plate on the rear side is flush with the rear side edge of the flange of the I-shaped steel beamAlong the same line, the distance between two adjacent transverse stiffening rib steel plates is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 The height of a web plate of the I-shaped steel beam is equal to the height of the web plate of the I-shaped steel beam, two rows of shear-resistant studs are welded on the upper surface of an upper flange and the lower surface of a lower flange of the I-shaped steel beam, each row of shear-resistant studs comprises a plurality of shear-resistant studs arranged at left and right intervals, and the length of each shear-resistant stud is more than or equal to 4d 2 The distance between two adjacent shear-resistant studs is more than or equal to 6d 2 And is less than or equal to 200mm 2 The distance between the center of the shear-resistant stud and the adjacent side edge of the flange of the I-shaped steel beam is more than or equal to 50mm, which is the diameter of the shear-resistant stud.
The step (5) is specifically as follows: the method comprises the steps of supporting and protecting templates around a reinforcement cage and a reinforcement net rack of a shear wall, wherein the templates adopt large steel molds, pouring the lower parts of a reinforced concrete shear wall and a constraint/construction edge embedded column at first, pouring the reinforced concrete shear wall and the constraint/construction edge embedded column to a certain height and lower than the top of the large steel molds, reserving the space depth of the length of a shear-resistant stud at the upper part in the large steel molds, supporting an I-shaped steel beam at the top of the large steel molds after curing the lower parts of the reinforced concrete shear wall and the constraint/construction edge embedded column for 1-2 days, then opening holes in the lower side flanges at the left end and the right end of the I-shaped steel beam, pouring slurry to the inner space of the templates through the openings at one end of the lower side flanges of the I-shaped steel beam, and regarding that the pouring is finished if the slurry emerges outside at the openings at the other end of the lower side flanges of the I-shaped steel beam, so that the shear-resistant studs at the lower side are anchored at the top of the reinforced concrete shear wall steel beam, and further pouring and fixing the top of the I-shaped concrete shear wall.
The step (6) is specifically as follows: and (3) casting the upper reinforced concrete floor in situ according to a conventional formwork erecting method, anchoring each shear-resistant stud on the upper side in the upper reinforced concrete floor, and further casting and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor.
When concrete is poured, the lower reinforced concrete floor slab and the joint of the reinforced concrete shear wall are roughened, washed by water, cement mortar with the thickness of 50-100mm is paved in the same proportion, and then the reinforced concrete shear wall is poured, wherein the lower reinforced concrete floor slab, the constraint/structure edge embedded column, the reinforced concrete shear wall and the upper reinforced concrete floor slab are all formed by pouring C30 concrete.
Compared with the prior art, the invention has outstanding substantive characteristics and remarkable progress, and particularly has the following advantages:
the I-shaped steel beam is adopted to connect the upper reinforced concrete floor slab and the reinforced concrete shear wall, so that the anti-seismic toughness and the deformation capacity are high, the section steel nodes have good anti-seismic toughness and enhanced anti-seismic performance compared with the traditional reinforced concrete nodes when in earthquake action, the deformation of the I-shaped steel beam can quickly absorb energy generated when the earthquake occurs, the adverse effect and damage of earthquake action on the wall body are greatly reduced, the ductility of the structure is improved, and the shear-resistant studs are welded at the flange of the I-shaped steel beam, so that the engagement effect of the I-shaped steel beam and concrete can be improved, and the shear-resistant capacity of the whole component can also be improved;
secondly, a plurality of transverse stiffening rib steel plates which are spaced left and right are arranged on the front side and the rear side of a web plate of the I-shaped steel beam, so that the stability of the I-shaped steel beam can be ensured; the I-shaped steel beam has the advantage of quick recovery after earthquake, can be quickly restored after the earthquake, can be additionally provided with a steel plate for quick reinforcement and repair after the earthquake, and accords with the design concept of a plurality of earthquake-proof defense lines and the design concept of earthquake-proof toughness;
the invention can reduce the consumption of the reinforcing steel bars and the concrete, simultaneously lighten the weight of the structure, improve the performance of the wall body, is convenient to construct, shortens the construction period, improves the social and economic benefits and embodies good economy;
the invention is suitable for industrial buildings, civil buildings and high-rise buildings in earthquake-proof areas; the application range is wide, the cost performance is high, the safety performance is guaranteed, and the post-earthquake restoration capability is strong.
The invention adopts the I-shaped steel beam to connect the upper reinforced concrete floor slab and the reinforced concrete shear wall, can improve the deformation capability of the wall structure, can effectively improve the earthquake resistance, the safety performance and the after-earthquake restoration performance of house buildings, public buildings and the like, and has the advantages of high cost performance, convenient construction, low cost and obvious economy.
Drawings
Fig. 1 is a schematic structural view of a transverse steel reinforced concrete composite shear wall of the present invention.
Fig. 2 is a top view of a reinforced concrete shear wall and a restraint/construction edge blind stud connection of the present invention.
FIG. 3 is a schematic view of the construction of the I-beam of the present invention.
Fig. 4 is a schematic view of laying alkali-resistant fiber cloth after the reinforced concrete shear wall is poured.
Fig. 5 is an axial view of a reinforced concrete shear wall of the present invention.
Detailed Description
Embodiments of the present invention are further described below with reference to the accompanying drawings.
As shown in fig. 1-5, a construction method of a transverse section steel concrete combined shear wall includes the following specific steps:
(1) Pouring the lower reinforced concrete floor slab 1 in situ according to a conventional formwork supporting method;
(2) Binding and restraining/constructing reinforcement cages of the edge embedded columns 2 at the two sides of the reinforced concrete shear wall 4;
(3) Binding a shear wall reinforcing steel bar net rack;
(4) Manufacturing an I-shaped steel beam 3;
(5) Pouring the restrained/constructed edge embedded columns 2 and the reinforced concrete shear wall 4, and pouring and fixing the I-shaped steel beams 3 at the top of the reinforced concrete shear wall 4;
(6) Casting the upper reinforced concrete floor 5 in situ according to a conventional formwork erecting method, and fixedly connecting the I-shaped steel beam 3 with the upper reinforced concrete floor 5 in a casting manner;
(7) And removing the template after the concrete is completely hardened, and paving the alkali-resistant fiber cloth 6 on the surface of the reinforced concrete shear wall 4.
The length of the restraint/construction edge embedded column 2 in the step (2) is larger than or equal to 4mm, the reinforcement cage comprises six longitudinal reinforcements 7 and a plurality of stirrups 8, the six longitudinal reinforcements 7 are arranged in a rectangular array, and the stirrups 8 are horizontally arranged, hooped on the six longitudinal reinforcements 7 at intervals up and down and fixedly connected with the six longitudinal reinforcements 7 in a binding mode.
The diameter of the longitudinal steel bar 7 is 20mm, the longitudinal steel bar 7 is made of HRB400, the stirrups 8 are double-limb hoops, the diameter of each stirrup 8 is 6mm, the upper and lower intervals of every two adjacent stirrups 8 are 150mm, and the stirrups 8 are made of HRB 335.
The shear wall reinforcing steel bar net rack in the step (3) comprises two rows of reinforcing steel bar nets which are spaced from front to back, each reinforcing steel bar net is formed by binding a plurality of horizontal distribution bars 9 which are spaced from top to bottom and a plurality of vertical distribution bars 10 which are spaced from left to right, a plurality of tie bars 11 are fixedly connected between the two rows of reinforcing steel bar nets, each tie bar 11 is arranged according to a rectangular array, two ends of each horizontal distribution bar 9 are respectively anchored in the constraint/structure edge hidden columns 2 on two sides, two ends of each horizontal distribution bar 9 are respectively provided with a bent hook 12, each bent hook 12 on the left side is anchored in the constraint/structure edge hidden column 2 on the left side, each bent hook 12 on the right side is anchored in the constraint/structure edge hidden column 2 on the right side, and two ends of each vertical distribution bar 10 are respectively provided with a 90-degree bent section.
The diameter of the horizontal distribution rib 9 is 8mm, the distance between two adjacent horizontal distribution ribs 9 is 150mm, the horizontal distribution rib 9 is made of HRB335, the diameter of the vertical distribution rib 10 is 10mm, the distance between two adjacent vertical distribution ribs 10 is 200mm, the vertical distribution rib 10 is made of HRB400, the diameter of the lacing wire 11 is 6mm, the distance between two adjacent lacing wires 11 is 200mm, the distance between two adjacent lacing wires 11 is 150mm, the lacing wire 11 is made of HPB300, the length of the hook 12 is more than or equal to 80mm, and the bending angle theta of the hook 12 is more than 135 degrees.
The I-shaped steel beam 3 in the step (4) is horizontally arranged along the left and right directions, a plurality of transverse stiffening rib steel plates 13 which are arranged at left and right intervals are arranged on the front and back sides of a web plate of the I-shaped steel beam 3, each transverse stiffening rib steel plate 13 is welded with the web plate of the I-shaped steel beam 3 through a fillet weld, the upper side flange and the lower side flange, the front side edge of each transverse stiffening rib steel plate 13 on the front side is flush with the front side edge of the flange of the I-shaped steel beam 3, the back side edge of each transverse stiffening rib steel plate 13 on the back side is flush with the back side edge of the flange of the I-shaped steel beam 3, and two adjacent transverse stiffening rib steel plates are arranged horizontallyThe rib steel plates 13 have a pitch d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 The height of a web plate of the I-shaped steel beam 3 is equal to the height of the web plate of the I-shaped steel beam 3, two rows of front and rear shear-resistant studs 14 are welded on the upper surface of an upper flange and the lower surface of a lower flange of the I-shaped steel beam 3, each row of shear-resistant studs 14 comprises a plurality of shear-resistant studs 14 arranged at left and right intervals, and the length of each shear-resistant stud 14 is more than or equal to 4d 2 The distance between two adjacent shear-resistant studs 14 is more than or equal to 6d 2 And is less than or equal to 200mm 2 The distance between the center of the shear-resistant stud 14 and the adjacent side edge of the flange of the I-shaped steel beam 3 is more than or equal to 50mm, which is the diameter of the shear-resistant stud 14.
The step (5) is specifically as follows: the method comprises the steps of supporting a template around a reinforcement cage and a reinforcement net rack of the shear wall, wherein the template adopts a large steel mould, firstly pouring the lower parts of a reinforced concrete shear wall 4 and a constraint/construction edge embedded column 2, pouring the poured reinforced concrete shear wall 4 and the constraint/construction edge embedded column 2 to a certain height and lower than the top of the large steel mould, reserving the space depth of the length of a shear-resistant bolt 14 at the upper part in the large steel mould, maintaining the lower parts of the reinforced concrete shear wall 4 and the constraint/construction edge embedded column 2 for 1-2 days, supporting an I-shaped steel beam 3 at the top of the large steel mould, then opening the lower side flanges at the left end and the right end of the I-shaped steel beam 3, pouring grouting materials into the space inside the template through the opening at one end of the lower side flange of the I-shaped steel beam 3, and regarding that pouring is finished if the grouting materials emerge outwards, so that each shear-resistant bolt 14 at the lower side of the I-shaped steel beam is anchored at the top of the reinforced concrete shear wall 4, and further fixing the I-shaped steel beam 3 at the top of the poured shear wall 4.
The step (6) is specifically as follows: and (3) casting the upper reinforced concrete floor 5 in situ according to a conventional formwork supporting method, anchoring each shear-resistant stud 14 on the upper side in the upper reinforced concrete floor 5, and further casting and fixedly connecting the I-shaped steel beam 3 and the upper reinforced concrete floor 5.
When concrete is poured, the joint of the lower reinforced concrete floor slab 1 and the reinforced concrete shear wall 4 is roughened, washed by water, and cement mortar with the thickness of 50-100mm is laid in the same proportion, and then the reinforced concrete shear wall 4 is poured, wherein the lower reinforced concrete floor slab 1, the restraint/construction edge embedded column 2, the reinforced concrete shear wall 4 and the upper reinforced concrete floor slab 5 are all formed by pouring C30 concrete.
The invention has the following advantages:
the invention adopts the I-shaped steel beam 3 to connect the upper reinforced concrete floor 5 and the reinforced concrete shear wall 4, and has stronger anti-seismic toughness and deformation capability, because the section steel node has better anti-seismic toughness and enhanced anti-seismic performance compared with the traditional reinforced concrete node when in earthquake action, the deformation of the I-shaped steel beam 3 can quickly absorb the energy generated when the earthquake occurs, thereby greatly reducing the adverse effect and damage of the earthquake action on the wall body and improving the ductility of the structure, because the shearing-resistant stud 14 is welded at the flange of the I-shaped steel beam 3, the shearing-resistant stud 14 not only can improve the engagement effect of the I-shaped steel beam 3 and the concrete, but also can improve the shearing resistance of the whole component;
secondly, a plurality of transverse stiffening rib steel plates 13 which are spaced left and right are arranged on the front side and the rear side of a web plate of the I-shaped steel beam 3, so that the stability of the I-shaped steel beam 3 can be ensured; the I-shaped steel beam 3 has the advantage of quick recovery after earthquake, can quickly restore after earthquake, and can be additionally provided with a steel plate for quick reinforcement and restoration after earthquake, so that the design concept of multiple earthquake-proof defense lines and the design concept of earthquake-proof toughness are met;
the invention can reduce the consumption of the steel bar and the concrete, simultaneously reduce the weight of the structure, improve the performance of the wall body, has convenient construction, shortened construction period, improved social and economic benefits and good economy;
the invention is suitable for industrial buildings, civil buildings and high-rise buildings in earthquake-proof areas; the application range is wide, the cost performance is high, the safety performance is guaranteed, and the post-earthquake restoration capability is strong.
The invention adopts the I-shaped steel beam 3 to connect the upper reinforced concrete floor 5 and the reinforced concrete shear wall 4, can improve the deformation capability of the wall structure, can effectively improve the earthquake resistance, the safety performance and the after-earthquake restoration performance of house buildings, public buildings and the like, and has the advantages of high cost performance, convenient construction, low cost and obvious economy.
The above embodiments are merely to illustrate rather than to limit the technical solutions of the present invention, and although the present invention has been described in detail with reference to the above embodiments, those of ordinary skill in the art should understand that; modifications and equivalents may be made thereto without departing from the spirit and scope of the invention and it is intended to cover in the claims the invention any modifications and equivalents.
Claims (9)
1. A construction method of a transverse section steel concrete combined shear wall is characterized by comprising the following steps: the concrete construction steps are as follows:
(1) Pouring the lower reinforced concrete floor in situ according to a conventional formwork erecting method;
(2) Binding and restraining/constructing reinforcement cages with hidden columns at the edges at the two sides of the reinforced concrete shear wall;
(3) Binding a shear wall steel bar net rack;
(4) Manufacturing an I-shaped steel beam;
(5) Pouring the restrained/constructed edge embedded columns and the reinforced concrete shear wall, and pouring and fixing the I-shaped steel beams on the top of the reinforced concrete shear wall;
(6) Casting an upper reinforced concrete floor in situ according to a conventional formwork erecting method, and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor in a casting manner;
(7) And removing the template after the concrete is completely hardened, and paving alkali-resistant fiber cloth on the surface of the reinforced concrete shear wall.
2. The construction method of a transverse section steel concrete combined shear wall according to claim 1, characterized in that: the length of the restraint/construction edge hidden column in the step (2) is more than or equal to 400mm, the reinforcement cage comprises a plurality of longitudinal reinforcements and a plurality of stirrups, the longitudinal reinforcements are arranged in a rectangular array, and the stirrups are horizontally arranged, are hooped on the longitudinal reinforcements at intervals up and down and are bound and fixedly connected with the longitudinal reinforcements.
3. The construction method of the transverse section steel concrete combined shear wall according to claim 2, characterized in that: the diameter of the longitudinal steel bar is 20mm, the longitudinal steel bar is made of HRB400, the stirrups are double-limb hoops, the diameter of each stirrup is 6mm, the upper and lower spacing between every two adjacent stirrups is 150mm, and the stirrups are made of HRB 335.
4. The construction method of a transverse section steel concrete combined shear wall according to claim 3, characterized in that: the shear wall steel bar net rack in the step (3) comprises two rows of steel bar nets which are arranged at intervals front and back, each steel bar net is formed by binding a plurality of horizontal distribution bars which are arranged at intervals up and down and a plurality of vertical distribution bars which are arranged at intervals left and right, a plurality of tie bars are fixedly connected between the two rows of steel bar nets, each tie bar is arranged according to a rectangular array, two ends of each horizontal distribution bar are respectively anchored in the constraint/structure edge hidden columns on two sides, two ends of each horizontal distribution bar are respectively provided with a hook, each hook on the left side is anchored in the constraint/structure edge hidden column on the left side, each hook on the right side is anchored in the constraint/structure edge hidden column on the right side, and two ends of each vertical distribution bar are respectively provided with a 90-degree bending section.
5. The construction method of a transverse section steel concrete combined shear wall according to claim 4, characterized in that: the diameter of each horizontal distribution rib is 8mm, the distance between two adjacent upper and lower horizontal distribution ribs is 150mm, the horizontal distribution ribs are made of HRB335, the diameter of each vertical distribution rib is 10mm, the distance between two adjacent left and right vertical distribution ribs is 200mm, the vertical distribution ribs are made of HRB400, the diameter of each lacing wire is 6mm, the distance between two adjacent left and right lacing wires is 200mm, the distance between two adjacent upper and lower lacing wires is 150mm, the lacing wires are made of HPB300, the length of each hook is larger than or equal to 80mm, and the bending angle theta of each hook is larger than 135 degrees.
6. The construction method of a transverse section steel concrete combined shear wall according to claim 5, characterized in that: the I-shaped steel beam in the step (4) is horizontally arranged along the left and right directions, a plurality of transverse stiffening rib steel plates which are spaced left and right are arranged on the front and back sides of a web plate of the I-shaped steel beam,each transverse stiffening rib steel plate is welded and connected with the web, the upper flange and the lower flange of the I-shaped steel beam through fillet welds, the front side edge of each transverse stiffening rib steel plate at the front side is flushed with the front side edge of the flange of the I-shaped steel beam, the rear side edge of each transverse stiffening rib steel plate at the rear side is flushed with the rear side edge of the flange of the I-shaped steel beam, and the distance between two adjacent transverse stiffening rib steel plates is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 The height of a web plate of the I-shaped steel beam is equal to the height of the web plate of the I-shaped steel beam, two rows of shear-resistant studs are welded on the upper surface of an upper flange and the lower surface of a lower flange of the I-shaped steel beam, each row of shear-resistant studs comprises a plurality of shear-resistant studs arranged at left and right intervals, and the length of each shear-resistant stud is more than or equal to 4d 2 The distance between two adjacent shear-resistant studs is more than or equal to 6d 2 And is less than or equal to 200mm 2 The distance between the center of the shear-resistant stud and the adjacent side edge of the flange of the I-shaped steel beam is more than or equal to 50mm, which is the diameter of the shear-resistant stud.
7. The construction method of a transverse section steel concrete combined shear wall according to claim 6, characterized in that: the step (5) is specifically as follows: the method comprises the steps of supporting and protecting templates around a reinforcement cage and a reinforcement net rack of a shear wall, wherein the templates adopt large steel molds, pouring the lower parts of a reinforced concrete shear wall and a constraint/construction edge embedded column at first, pouring the reinforced concrete shear wall and the constraint/construction edge embedded column to a certain height and lower than the top of the large steel molds, reserving the space depth of the length of a shear-resistant stud at the upper part in the large steel molds, supporting an I-shaped steel beam at the top of the large steel molds after curing the lower parts of the reinforced concrete shear wall and the constraint/construction edge embedded column for 1-2 days, then opening holes in the lower side flanges at the left end and the right end of the I-shaped steel beam, pouring slurry to the inner space of the templates through the openings at one end of the lower side flanges of the I-shaped steel beam, and regarding that the pouring is finished if the slurry emerges outside at the openings at the other end of the lower side flanges of the I-shaped steel beam, so that the shear-resistant studs at the lower side are anchored at the top of the reinforced concrete shear wall steel beam, and further pouring and fixing the top of the I-shaped concrete shear wall.
8. The construction method of a transverse section steel concrete combined shear wall according to claim 7, characterized in that: the step (6) is specifically as follows: and (3) casting the upper reinforced concrete floor in situ according to a conventional formwork supporting method, anchoring each shear-resistant stud on the upper side in the upper reinforced concrete floor, and further casting and fixedly connecting the I-shaped steel beam and the upper reinforced concrete floor.
9. The construction method of a transverse section steel concrete combined shear wall according to claim 8, characterized in that: when concrete is poured, the lower reinforced concrete floor slab and the joint of the reinforced concrete shear wall are roughened, washed by water, cement mortar with the thickness of 50-100mm is paved in the same proportion, and then the reinforced concrete shear wall is poured, wherein the lower reinforced concrete floor slab, the constraint/structure edge embedded column, the reinforced concrete shear wall and the upper reinforced concrete floor slab are all formed by pouring C30 concrete.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116484456A (en) * | 2023-02-21 | 2023-07-25 | 中国地震局地球物理研究所 | Method for calculating reinforced concrete shear wall and novel shear wall |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050065915A (en) * | 2003-12-26 | 2005-06-30 | 재단법인 포항산업과학연구원 | Steel plate shear wall with precast concrete panel |
| CN103726594A (en) * | 2013-12-30 | 2014-04-16 | 北京工业大学 | Built-in and multi-cavity double steel plate and concrete filled steel tubular column combined shearing wall and manufacturing method |
| CN204662707U (en) * | 2015-04-08 | 2015-09-23 | 辽宁地质工程勘察施工集团公司 | A kind of novel energy-consumption shear wall |
| CN104989013A (en) * | 2015-07-10 | 2015-10-21 | 浙江大学宁波理工学院 | Anti-seismic frame shear wall and construction method thereof |
| CN106436975A (en) * | 2016-10-26 | 2017-02-22 | 曲周县和盛新型建筑材料有限公司 | Built-in girder shear wall |
| CN109339289A (en) * | 2018-11-21 | 2019-02-15 | 福建工程学院 | A kind of assembly concrete-filled steel tube frame-shear-wall structure and construction method |
| CN109797872A (en) * | 2019-02-02 | 2019-05-24 | 天津大学 | A kind of the double steel plate compound shear wall and composite floor connecting node of H profile steel connection |
| CN215368255U (en) * | 2021-06-15 | 2021-12-31 | 三一筑工科技股份有限公司 | Steel reinforcement cage with hidden columns and prefabricated superposed wall component thereof |
| CN114293685A (en) * | 2022-01-14 | 2022-04-08 | 上海结奕建筑咨询事务所 | Construction method of cast-in-situ shear wall with reinforced concrete end columns |
-
2022
- 2022-09-09 CN CN202211099585.8A patent/CN115262811B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050065915A (en) * | 2003-12-26 | 2005-06-30 | 재단법인 포항산업과학연구원 | Steel plate shear wall with precast concrete panel |
| CN103726594A (en) * | 2013-12-30 | 2014-04-16 | 北京工业大学 | Built-in and multi-cavity double steel plate and concrete filled steel tubular column combined shearing wall and manufacturing method |
| CN204662707U (en) * | 2015-04-08 | 2015-09-23 | 辽宁地质工程勘察施工集团公司 | A kind of novel energy-consumption shear wall |
| CN104989013A (en) * | 2015-07-10 | 2015-10-21 | 浙江大学宁波理工学院 | Anti-seismic frame shear wall and construction method thereof |
| CN106436975A (en) * | 2016-10-26 | 2017-02-22 | 曲周县和盛新型建筑材料有限公司 | Built-in girder shear wall |
| CN109339289A (en) * | 2018-11-21 | 2019-02-15 | 福建工程学院 | A kind of assembly concrete-filled steel tube frame-shear-wall structure and construction method |
| CN109797872A (en) * | 2019-02-02 | 2019-05-24 | 天津大学 | A kind of the double steel plate compound shear wall and composite floor connecting node of H profile steel connection |
| CN215368255U (en) * | 2021-06-15 | 2021-12-31 | 三一筑工科技股份有限公司 | Steel reinforcement cage with hidden columns and prefabricated superposed wall component thereof |
| CN114293685A (en) * | 2022-01-14 | 2022-04-08 | 上海结奕建筑咨询事务所 | Construction method of cast-in-situ shear wall with reinforced concrete end columns |
Non-Patent Citations (1)
| Title |
|---|
| 庞建存;: "复合混凝土剪力墙结构的生产和施工", 山西建筑, no. 13, pages 153 - 154 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116484456A (en) * | 2023-02-21 | 2023-07-25 | 中国地震局地球物理研究所 | Method for calculating reinforced concrete shear wall and novel shear wall |
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