CN115262811B - Construction method of transverse steel reinforced concrete combined shear wall - Google Patents
Construction method of transverse steel reinforced concrete combined shear wall Download PDFInfo
- Publication number
- CN115262811B CN115262811B CN202211099585.8A CN202211099585A CN115262811B CN 115262811 B CN115262811 B CN 115262811B CN 202211099585 A CN202211099585 A CN 202211099585A CN 115262811 B CN115262811 B CN 115262811B
- Authority
- CN
- China
- Prior art keywords
- reinforced concrete
- shear wall
- shaped steel
- steel beam
- construction method
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 143
- 239000010959 steel Substances 0.000 title claims abstract description 143
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 93
- 238000010276 construction Methods 0.000 title claims abstract description 40
- 230000002787 reinforcement Effects 0.000 claims abstract description 37
- 239000002131 composite material Substances 0.000 claims abstract description 15
- 230000000452 restraining effect Effects 0.000 claims abstract description 8
- 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
- 239000004567 concrete Substances 0.000 claims description 25
- 238000005266 casting Methods 0.000 claims description 23
- 238000009826 distribution Methods 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 14
- 238000009415 formwork Methods 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 8
- 238000011065 in-situ storage Methods 0.000 claims description 7
- 238000005452 bending Methods 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 2
- 230000008439 repair process Effects 0.000 abstract description 6
- 230000008901 benefit Effects 0.000 description 8
- 230000009471 action Effects 0.000 description 6
- 230000000694 effects Effects 0.000 description 4
- 238000010008 shearing Methods 0.000 description 4
- 238000009435 building construction Methods 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 230000007123 defense Effects 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The construction method of the transverse steel reinforced concrete composite shear wall comprises the following specific construction steps: pouring a lower reinforced concrete floor slab; (2) binding a reinforcement cage for restraining/constructing an edge hidden column; (3) binding a shear wall steel bar net rack; (4) manufacturing an I-shaped steel beam; (5) Pouring the constraint/structure edge hidden column and the reinforced concrete shear wall, and fixing the I-shaped steel beam 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 reinforced concrete floor slab at the upper part with the reinforced concrete shear wall, can improve the deformability of the wall structure, can effectively improve the earthquake resistance, the safety performance, the post-earthquake repair performance of house buildings, public buildings and the like, has high cost performance, convenient construction and low cost, and has obvious economical efficiency.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a transverse steel reinforced concrete combined shear wall.
Background
The technical regulations of high-rise building concrete structures, JGJ3-2002, suggest that the design concept should be focused in the structural design of the high-rise building, a structural system with better anti-seismic and wind-resistant performances and economical and reasonable is preferred, the construction measures are enhanced, and in the anti-seismic design, the integral anti-seismic performance of the structure should be ensured, so that the whole structure has necessary bearing capacity, rigidity and ductility. The general Specification for composite structures GB55004-2021 suggests that the composite structure or the construction should be preferably selected when designing, the structure is simple in structure and convenient to construct, and meets the requirement of industrialization. The earthquake effect has a large influence on the building, the shear wall is used as a bearing member and generally bears the earthquake shearing force, the joint of the existing floor slab and the wall is a traditional reinforced concrete node, the earthquake resistance and the deformation capability are poor, the wall is easy to deform and destroy under the earthquake effect, the wall 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 steel reinforced concrete composite shear wall, which adopts an I-shaped steel beam to connect an upper reinforced concrete floor slab and a reinforced concrete shear wall, can improve the deformability of a wall structure, can effectively improve the earthquake resistance, the safety performance, the post-earthquake repair performance of a building construction, a public building and the like, has high cost performance, is convenient to construct, has low cost and has obvious economical efficiency.
In order to achieve the above purpose, the invention adopts the following technical scheme:
the construction method of the transverse steel reinforced concrete composite shear wall comprises the following specific construction steps:
(1) Casting a lower reinforced concrete floor slab in situ according to a conventional formwork supporting method;
(2) Binding reinforcement cages for restraining/constructing the edge hidden columns at 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 constraint/structural edge hidden column and the reinforced concrete shear wall, and pouring and fixing the I-shaped steel beam on the top of the reinforced concrete shear wall;
(6) Casting an upper reinforced concrete floor slab in situ according to a conventional formwork supporting method, and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor slab in a casting manner;
(7) And after the concrete is completely hardened, removing the template, and paving alkali-resistant fiber cloth on the surface of the reinforced concrete shear wall.
The length of the restraining/constructing 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, the stirrups are horizontally arranged, and the stirrups are vertically and alternately hooped on the longitudinal reinforcements and are fixedly connected with the longitudinal reinforcements in a binding mode.
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 vertical distance between two adjacent stirrups is 150mm, and each stirrup is made of HRB 335.
The shear wall steel bar net frame in the step (3) comprises two rows of steel bar nets which are arranged front and back at intervals, each steel bar net is formed by binding a plurality of horizontal distribution bars which are arranged up and down at intervals and a plurality of vertical distribution bars which are arranged left and right at intervals, 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 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.
The diameter of each horizontal distributing rib is 8mm, the distance between two adjacent upper and lower horizontal distributing ribs is 150mm, each horizontal distributing rib is made of HRB335, the diameter of each vertical distributing rib is 10mm, the distance between two adjacent left and right vertical distributing ribs is 200mm, each vertical distributing rib is made of HRB400, the diameter of each tie bar is 6mm, the distance between two adjacent left and right tie bars is 200mm, the distance between two adjacent upper and lower tie bars is 150mm, each tie bar is made of HPB300, the length of a hook is more than or equal to 80mm, and the bending angle theta of the hook is more than 135 degrees.
The I-shaped steel beams in the step (4) are horizontally arranged along the left-right direction, a plurality of transverse stiffening rib steel plates with left-right intervals are arranged on the front side and the rear side of a web plate of the I-shaped steel beam, each transverse stiffening rib steel plate is welded with the web plate, the upper side wing edge and the lower side wing edge 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 a flange of the I-shaped steel beam, 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 beam, and the distance between the two adjacent transverse stiffening rib steel plates is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 For the web height of the I-shaped steel beam, the upper surface of the upper side flange and the lower surface of the lower side flange of the I-shaped steel beam are welded with a front row of shear studs and a rear row of shear studs, each row of shear studs comprises a plurality of shear studs which are arranged at intervals left and right, and the length of each shear stud is more than or equal to 4d 2 The distance between two adjacent shear studs is more than or equal to 6d 2 And is less than or equal to 200mm, d 2 The distance between the center of the shear pin and the edge of the flange adjacent to the I-shaped steel beam is more than or equal to 50mm.
The step (5) comprises the following steps: the method comprises the steps of supporting templates around a reinforcement cage and a reinforcement grid of a shear wall, casting the lower parts of the reinforcement concrete shear wall and a constraint/structure edge hidden column by adopting a large steel mould, casting the reinforcement concrete shear wall and the constraint/structure edge hidden column to a certain height and lower than the top of the large steel mould, reserving the space depth of the shear-resistant stud length at the upper part in the large steel mould, maintaining the lower parts of the reinforcement concrete shear wall and the constraint/structure edge hidden column for 1-2 days, supporting an I-shaped steel beam at the top of the large steel mould, opening holes on the lower side flanges at the left end and the right end of the I-shaped steel beam, and casting grouting materials to the inner space of the templates through the holes at one end of the lower flank edge of the I-shaped steel beam, wherein if the grouting materials are outwards extruded out, the grouting materials are regarded as being finished, and casting and anchoring each shear-resistant stud at the lower side to the top of the reinforcement concrete shear wall, and further casting and fixing the I-shaped steel beam at the top of the reinforcement concrete shear wall.
The step (6) is specifically as follows: and casting the upper reinforced concrete floor slab in situ according to a conventional formwork supporting method, so that each shear-resistant bolt on the upper side is anchored in the upper reinforced concrete floor slab, and further casting and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor slab.
When the concrete is poured, the stubble connecting parts of the lower reinforced concrete floor slab and the reinforced concrete shear wall are roughened, washed by water, paved with cement mortar with the thickness of 50-100mm in the same proportion, and then the reinforced concrete shear wall is poured, and the lower reinforced concrete floor slab, the constraint/structure edge hidden columns, the reinforced concrete shear wall and the upper reinforced concrete floor slab are all formed by adopting C30 concrete pouring.
Compared with the prior art, the invention has outstanding substantive characteristics and remarkable progress, and particularly has the following advantages:
the invention adopts the I-shaped steel beam to connect the upper reinforced concrete floor slab and the reinforced concrete shear wall, has stronger anti-seismic toughness and deformation capacity, and the steel section node has better anti-seismic toughness and enhanced anti-seismic performance compared with the traditional reinforced concrete node when in earthquake action, the I-shaped steel beam deformation can quickly absorb the energy generated when the earthquake happens, the adverse effect and damage of the earthquake action on the wall are greatly reduced, the ductility of the structure is improved, and the shear resistance stud is welded at the flange of the I-shaped steel beam, so that the engagement action of the I-shaped steel beam and the concrete can be improved, and the shear resistance of the integral 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 the 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 reset after earthquake, can be additionally provided with a steel plate for quick reinforcement and repair, and accords with the design concept of multiple earthquake-resistant defense lines and the design concept of earthquake-resistant toughness;
the invention can reduce the consumption of the reinforced steel bars and the concrete, simultaneously lighten the weight of the structure, improve the performance of the wall body, facilitate the construction, shorten the construction period, improve the social and economic benefits and embody good economy;
fourth, the invention is suitable for the industrial building of the anti-seismic fortification area, civil building, high-rise building; the method has the advantages of wide application range, high cost performance, guaranteed safety performance and strong post-earthquake repairing capability.
The invention adopts the I-shaped steel beam to connect the reinforced concrete floor slab at the upper part with the reinforced concrete shear wall, can improve the deformability of the wall structure, can effectively improve the earthquake resistance, the safety performance, the post-earthquake repair performance of house buildings, public buildings and the like, has high cost performance, convenient construction and low cost, and has obvious economical efficiency.
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 the reinforced concrete shear wall and constraint/construct edge hidden post connection of the present invention.
Fig. 3 is a schematic view of the structure of the i-beam of the present invention.
Fig. 4 is a schematic diagram of the alkali-resistant fiber cloth laid after the reinforced concrete shear wall of the present invention is poured.
Fig. 5 is an axial view of the 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 steel reinforced concrete composite shear wall comprises the following specific construction steps:
(1) Casting the lower reinforced concrete floor slab 1 on site according to a conventional formwork supporting method;
(2) Binding reinforcement cages for restraining/constructing the edge hidden columns 2 at the two sides of the reinforced concrete shear wall 4;
(3) Binding a shear wall steel bar net rack;
(4) Manufacturing an I-shaped steel beam 3;
(5) Pouring the constraint/structure edge hidden columns 2 and the reinforced concrete shear wall 4, and pouring and fixing the I-shaped steel beams 3 on the top of the reinforced concrete shear wall 4;
(6) Casting an upper reinforced concrete floor slab 5 on site according to a conventional formwork supporting method, and casting and fixedly connecting the I-shaped steel beam 3 and the upper reinforced concrete floor slab 5;
(7) And after the concrete is completely hardened, the template is removed, and alkali-resistant fiber cloth 6 is paved on the surface of the reinforced concrete shear wall 4.
The length of the restraining/constructing edge hidden column 2 in the step (2) is more 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, each stirrup 8 is horizontally arranged, and upper and lower interval hoops are hooped on the six longitudinal reinforcements 7 and are fixedly connected with the six longitudinal reinforcements 7 in a binding manner.
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 vertical distance between two adjacent stirrups 8 is 150mm, and each stirrup 8 is made of HRB 335.
The shear wall steel bar net frame in the step (3) comprises two rows of steel bar nets which are arranged front and back at intervals, each steel bar net is formed by binding a plurality of horizontal distribution bars 9 which are arranged up and down at intervals and a plurality of vertical distribution bars 10 which are arranged left and right at intervals, a plurality of tie bars 11 are fixedly connected between the two rows of steel bar nets, each tie bar 11 is arranged in a rectangular array, two ends of each horizontal distribution bar 9 are respectively anchored in constraint/structure edge hidden columns 2 on two sides, two ends of each horizontal distribution bar 9 are respectively provided with hooks 12, each hook 12 on the left is anchored in constraint/structure edge hidden columns 2 on the left, each hook 12 on the right is anchored in constraint/structure edge hidden columns 2 on the right, and two ends of each vertical distribution bar 10 are respectively provided with 90-degree bent sections.
The diameter of each horizontal distributing rib 9 is 8mm, the distance between two adjacent upper and lower horizontal distributing ribs 9 is 150mm, each horizontal distributing rib 9 is made of HRB335, the diameter of each vertical distributing rib 10 is 10mm, the distance between two adjacent left and right vertical distributing ribs 10 is 200mm, each vertical distributing rib 10 is made of HRB400, the diameter of each tie bar 11 is 6mm, the distance between two adjacent left and right tie bars 11 is 200mm, the distance between two adjacent upper and lower tie bars 11 is 150mm, each tie bar 11 is made of HPB300, the length of a 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-right direction, a plurality of left-right spaced transverse stiffening rib steel plates 13 are arranged on the front side and the rear side of the web plate of the I-shaped steel beam 3, each transverse stiffening rib steel plate 13 is welded and connected with the web plate, the upper side flange and the lower side flange of the I-shaped steel beam 3 through fillet welds, 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 rear side edge of each transverse stiffening rib steel plate 13 on the rear side is flush with the rear side edge of the flange of the I-shaped steel beam 3, and the distance between the two adjacent transverse stiffening rib steel plates 13 is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 For the web height of the I-shaped steel beam 3, the upper surface of the upper side flange and the lower surface of the lower flank edge of the I-shaped steel beam 3 are welded with front and back rows of shear studs 14, each row of shear studs 14 comprises a plurality of shear studs 14 which are arranged at intervals left and right, and the length of the shear studs 14 is more than or equal to 4d 2 The distance between two adjacent shear studs 14 is more than or equal to 6d 2 And is less than or equal to 200mm, d 2 The distance between the center of the shear pin 14 and the edge of the adjacent side of the flange of the I-shaped steel beam 3 is more than or equal to 50mm for the diameter of the shear pin 14.
The step (5) comprises the following steps: the method comprises the steps of supporting templates around a reinforcement cage and a reinforcement grid of a shear wall, firstly pouring reinforced concrete shear walls 4 and lower parts of constraint/construction edge hidden columns 2 through large steel dies, pouring the reinforced concrete shear walls 4 and the constraint/construction edge hidden columns 2 to a certain height and lower than the tops of the large steel dies, reserving the space depth of the length of shear-resistant studs 14 at the upper parts in the large steel dies, supporting I-shaped steel beams 3 at the tops of the large steel dies after the lower parts of the reinforced concrete shear walls 4 and the constraint/construction edge hidden columns 2 are maintained for 1-2 days, then forming holes in the flanges at the left end and the right end of the I-shaped steel beams 3, pouring grouting materials into the inner space of the templates through holes at one ends of lower side edges of the I-shaped steel beams 3, and considering that pouring the grouting materials are outwards at the holes at the other ends of the lower side edges of the I-shaped steel beams 3, and then pouring and fixing all shear-resistant studs 14 at the lower sides on the tops of the reinforced concrete shear walls 4, and further pouring and fixing the I-shaped steel beams 3 on the tops of the reinforced concrete shear walls 4.
The step (6) is specifically as follows: the upper reinforced concrete floor 5 is cast in situ according to a conventional formwork method, and the shearing-resistant studs 14 on the upper side are anchored in the upper reinforced concrete floor 5, so that the I-shaped steel beam 3 and the upper reinforced concrete floor 5 are cast and fixedly connected.
When the concrete is poured, the stubble connecting parts of the lower reinforced concrete floor slab 1 and the reinforced concrete shear wall 4 are roughened, washed by water, and paved with cement mortar with the thickness of 50-100mm in the same proportion, then the reinforced concrete shear wall 4 is poured, and the lower reinforced concrete floor slab 1, the restraining/constructing edge hidden columns 2, the reinforced concrete shear wall 4 and the upper reinforced concrete floor slab 5 are all formed by adopting C30 concrete pouring.
The invention has the following advantages:
the invention adopts the I-shaped steel beam 3 to connect the upper reinforced concrete floor slab 5 and the reinforced concrete shear wall 4, has stronger anti-seismic toughness and deformation capacity, and the steel section node has better anti-seismic toughness and enhanced anti-seismic performance compared with the traditional reinforced concrete node when in earthquake action, the I-shaped steel beam 3 deformation can quickly absorb the energy generated when the earthquake happens, thereby greatly reducing the adverse effect and damage of the earthquake action on the wall body and improving the ductility of the structure, and the shearing resistant studs 14 are welded at the flange of the I-shaped steel beam 3, so that the engagement action of the I-shaped steel beam 3 and the concrete can be improved, and the shearing resistance of the integral component can be also improved;
secondly, a plurality of transverse stiffening rib steel plates 13 which are arranged at left and right intervals are arranged on the front side and the rear side of the 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 be quickly reset after earthquake, can be additionally provided with a steel plate for quick reinforcement and repair, and accords with the design concept of multiple anti-seismic defense lines and the design concept of anti-seismic toughness;
the invention can reduce the consumption of the reinforced steel bars and the concrete, simultaneously lighten the weight of the structure, improve the performance of the wall body, facilitate the construction, shorten the construction period, improve the social and economic benefits and embody good economy;
fourth, the invention is suitable for the industrial building of the anti-seismic fortification area, civil building, high-rise building; the method has the advantages of wide application range, high cost performance, guaranteed safety performance and strong post-earthquake repairing capability.
The invention adopts the I-shaped steel beam 3 to connect the upper reinforced concrete floor slab 5 and the reinforced concrete shear wall 4, can improve the deformability of the wall structure, can effectively improve the earthquake resistance, the safety performance, the post-earthquake repair performance of building construction, public building and the like, has high cost performance, convenient construction, low cost and obvious economy.
The above embodiments are merely for illustrating the technical aspects of the present invention, and it should be understood by those skilled in the art that the present invention is described in detail with reference to the above embodiments; modifications and equivalents may be made thereto without departing from the spirit and scope of the invention, which is intended to be encompassed by the claims.
Claims (8)
1. A construction method of a transverse steel reinforced concrete composite shear wall is characterized by comprising the following steps: the concrete construction steps are as follows:
(1) Casting a lower reinforced concrete floor slab in situ according to a conventional formwork supporting method;
(2) Binding reinforcement cages for restraining/constructing the edge hidden columns at 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 constraint/structural edge hidden column and the reinforced concrete shear wall, and pouring and fixing the I-shaped steel beam on the top of the reinforced concrete shear wall;
(6) Casting an upper reinforced concrete floor slab in situ according to a conventional formwork supporting method, and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor slab in a casting manner;
(7) 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 step (5) comprises the following steps: the method comprises the steps of supporting templates around a reinforcement cage and a reinforcement grid of a shear wall, casting the lower parts of the reinforcement concrete shear wall and a constraint/structure edge hidden column by adopting a large steel mould, casting the reinforcement concrete shear wall and the constraint/structure edge hidden column to a certain height and lower than the top of the large steel mould, reserving the space depth of the shear-resistant stud length at the upper part in the large steel mould, maintaining the lower parts of the reinforcement concrete shear wall and the constraint/structure edge hidden column for 1-2 days, supporting an I-shaped steel beam at the top of the large steel mould, opening holes on the lower side flanges at the left end and the right end of the I-shaped steel beam, and casting grouting materials to the inner space of the templates through the holes at one end of the lower flank edge of the I-shaped steel beam, wherein if the grouting materials are outwards extruded out, the grouting materials are regarded as being finished, and casting and anchoring each shear-resistant stud at the lower side to the top of the reinforcement concrete shear wall, and further casting and fixing the I-shaped steel beam at the top of the reinforcement concrete shear wall.
2. The construction method of the transverse steel reinforced concrete composite shear wall according to claim 1, wherein the construction method comprises the following steps: the length of the restraining/constructing 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, the stirrups are horizontally arranged, and the stirrups are vertically and alternately hooped on the longitudinal reinforcements and are fixedly connected with the longitudinal reinforcements in a binding mode.
3. The construction method of the transverse steel reinforced concrete composite shear wall according to claim 2, wherein the construction method comprises the following steps: 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 vertical distance between two adjacent stirrups is 150mm, and each stirrup is made of HRB 335.
4. The construction method of the transverse steel reinforced concrete composite shear wall according to claim 3, wherein the construction method comprises the following steps: the shear wall steel bar net frame in the step (3) comprises two rows of steel bar nets which are arranged front and back at intervals, each steel bar net is formed by binding a plurality of horizontal distribution bars which are arranged up and down at intervals and a plurality of vertical distribution bars which are arranged left and right at intervals, 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 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 the transverse steel reinforced concrete composite shear wall according to claim 4, which is characterized in that: the diameter of each horizontal distributing rib is 8mm, the distance between two adjacent upper and lower horizontal distributing ribs is 150mm, each horizontal distributing rib is made of HRB335, the diameter of each vertical distributing rib is 10mm, the distance between two adjacent left and right vertical distributing ribs is 200mm, each vertical distributing rib is made of HRB400, the diameter of each tie bar is 6mm, the distance between two adjacent left and right tie bars is 200mm, the distance between two adjacent upper and lower tie bars is 150mm, each tie bar is made of HPB300, the length of a hook is more than or equal to 80mm, and the bending angle theta of the hook is more than 135 degrees.
6. The construction method of the transverse steel reinforced concrete composite shear wall according to claim 5, wherein the construction method comprises the following steps: the I-shaped steel beams in the step (4) are horizontally arranged along the left-right direction, a plurality of transverse stiffening rib steel plates with left-right intervals are arranged on the front side and the rear side of a web plate of the I-shaped steel beam, each transverse stiffening rib steel plate is welded with the web plate, the upper side wing edge and the lower side wing edge 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 a flange of the I-shaped steel beam, 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 beam, and the distance between the two adjacent transverse stiffening rib steel plates is d 1 ，0.5h 0 ≤d1≤2h 0 ，h 0 For the web height of the I-shaped steel beam, the upper surface of the upper side flange and the lower surface of the lower side flange of the I-shaped steel beam are welded with a front row of shear studs and a rear row of shear studs, each row of shear studs comprises a plurality of shear studs which are arranged at intervals left and right, and the length of each shear stud is more than or equal to 4d 2 The distance between two adjacent shear studs is more than or equal to 6d 2 And is less than or equal to 200mm, d 2 The distance between the center of the shear pin and the edge of the flange adjacent to the I-shaped steel beam is more than or equal to 50mm.
7. The construction method of the transverse steel reinforced concrete composite shear wall according to claim 6, wherein the construction method comprises the following steps: the step (6) is specifically as follows: and casting the upper reinforced concrete floor slab in situ according to a conventional formwork supporting method, so that each shear-resistant bolt on the upper side is anchored in the upper reinforced concrete floor slab, and further casting and fixedly connecting the I-shaped steel beam with the upper reinforced concrete floor slab.
8. The construction method of the transverse steel reinforced concrete composite shear wall according to claim 7, wherein the construction method comprises the following steps: when the concrete is poured, the stubble connecting parts of the lower reinforced concrete floor slab and the reinforced concrete shear wall are roughened, washed by water, paved with cement mortar with the thickness of 50-100mm in the same proportion, and then the reinforced concrete shear wall is poured, and the lower reinforced concrete floor slab, the constraint/structure edge hidden columns, the reinforced concrete shear wall and the upper reinforced concrete floor slab are all formed by adopting C30 concrete pouring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211099585.8A CN115262811B (en) | 2022-09-09 | 2022-09-09 | Construction method of transverse steel reinforced concrete combined shear wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211099585.8A CN115262811B (en) | 2022-09-09 | 2022-09-09 | Construction method of transverse steel reinforced concrete combined shear wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115262811A CN115262811A (en) | 2022-11-01 |
| CN115262811B true CN115262811B (en) | 2023-08-22 |
Family
ID=83757256
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211099585.8A Active CN115262811B (en) | 2022-09-09 | 2022-09-09 | Construction method of transverse steel reinforced concrete combined shear wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115262811B (en) |
Families Citing this family (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 |
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 |
|---|
| 复合混凝土剪力墙结构的生产和施工;庞建存;;山西建筑(第13期);153-154 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115262811A (en) | 2022-11-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN201785865U (en) | Structure and system for house combining external prestress post tensioning method steel beam and pretensioning method prestress composite beam | |
| CN107419824A (en) | The full precast shear wall structural system of regenerative steel skeleton and construction method | |
| CN102418425B (en) | Prefabrication integral casting building structure system with cast-in-site haunched beams, and construction method for prefabrication integral casting building structure system | |
| CN102418387B (en) | Post-tensioning external prestressed steel beam and pre-tensioning prestressed superposed beam combined building structure system and construction technology thereof | |
| CN103046645A (en) | Large span prefabricated monolithic casting structure and construction method | |
| CN206784727U (en) | A kind of wide coupling beam of assembled groove structure of the built-in corrugated steel plate of span centre | |
| CN107217787A (en) | A kind of assembled coupling beam of built-in profiled sheet groove structure | |
| CN115262811B (en) | Construction method of transverse steel reinforced concrete combined shear wall | |
| CN207739437U (en) | A kind of prefabricated steel reinforced concrete shear wall structure | |
| CN212956151U (en) | Cast-in-place beam flange plate template system | |
| CN212897482U (en) | Construction platform for high-rise building overhanging structural layer | |
| CN111576620A (en) | Construction method for beam-column core area of stiffened concrete structure | |
| CN205024833U (en) | Reinforcing bar concrete combination prefabricated component | |
| CN208137189U (en) | A kind of Honeycomb Beam X-shaped concealed bracings concrete shear force wall and building | |
| CN209760544U (en) | Floor slab with overhanging rectangular ribs and shear wall structure | |
| CN218346490U (en) | Horizontal shaped steel concrete combination shear wall structure | |
| CN206189657U (en) | Assembled steel sheet net outsourcing concrete shear wall structure based on pre -fabricated steel frame | |
| CN202831219U (en) | Large-span precast monolithic concrete structure | |
| CN215670918U (en) | Operation frame for high slope lattice beam | |
| CN113136946B (en) | Self-supporting assembly type seawater sea sand concrete frame structure and construction method | |
| CN206707004U (en) | Assembled architecture dry type bean column node | |
| CN205804693U (en) | A kind of precast reinforced concrete shear wall | |
| CN110748221A (en) | Prefabricated assembled pond guide wall | |
| CN216948780U (en) | Connecting node of anti-bank of full prefabricated bathroom and roof beam | |
| CN109680833B (en) | Self-supporting prefabricated steel reinforced concrete wall plate component, wall, structural system and manufacturing method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |