CN108104310B - Assembled frame shear structure column staggered connection structure and assembling method - Google Patents
Assembled frame shear structure column staggered connection structure and assembling method Download PDFInfo
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- CN108104310B CN108104310B CN201711250541.XA CN201711250541A CN108104310B CN 108104310 B CN108104310 B CN 108104310B CN 201711250541 A CN201711250541 A CN 201711250541A CN 108104310 B CN108104310 B CN 108104310B
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- 238000000034 method Methods 0.000 title claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 349
- 239000010959 steel Substances 0.000 claims abstract description 349
- 239000004567 concrete Substances 0.000 claims abstract description 67
- 239000000463 material Substances 0.000 claims description 16
- 238000011065 in-situ storage Methods 0.000 claims description 14
- 238000010008 shearing Methods 0.000 claims description 14
- 238000009826 distribution Methods 0.000 claims description 13
- 239000011178 precast concrete Substances 0.000 claims description 12
- 229920000915 polyvinyl chloride Polymers 0.000 claims description 11
- 239000004800 polyvinyl chloride Substances 0.000 claims description 11
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 3
- 239000011521 glass Substances 0.000 claims description 3
- 238000005266 casting Methods 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 179
- 238000004519 manufacturing process Methods 0.000 description 21
- 238000005452 bending Methods 0.000 description 13
- 230000002787 reinforcement Effects 0.000 description 8
- 238000004364 calculation method Methods 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 238000003466 welding Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 238000005536 corrosion prevention Methods 0.000 description 3
- 239000011241 protective layer Substances 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- 238000004134 energy conservation Methods 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Classifications
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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
-
- 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
- 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
- E04B2/562—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with fillings between the load-bearing elongated members
-
- 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
- E04B2/66—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of concrete characterised by special cross-section of the elongated members
-
- 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
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
-
- 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
- E04C5/0636—Three-dimensional reinforcing mats composed of reinforcing elements laying in two or more parallel planes and connected by separate reinforcing parts
- E04C5/064—Three-dimensional reinforcing mats composed of reinforcing elements laying in two or more parallel planes and connected by separate reinforcing parts the reinforcing elements in each plane being formed by, or forming a, mat of longitunal and transverse bars
-
- 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
- E04B2001/4192—Connecting devices specially adapted for embedding in concrete or masonry attached to concrete reinforcing elements, e.g. rods or wires
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Rod-Shaped Construction Members (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention relates to the field of assembled concrete buildings, in particular to a structure and an assembling method for connecting frame columns in a staggered manner in an assembled concrete frame-shear wall structure (for short, a frame shear structure). The structure comprises: the prefabricated bottom half-layer column, the prefabricated middle-layer column, the prefabricated top half-layer column, the prefabricated wall, the prefabricated middle-layer beam, the prefabricated top-layer beam and the foundation beam, and I-shaped column-wall connecting keys and groove-shaped beam-wall connecting keys for connecting the components are formed by casting concrete. The shear wall is disconnected at the floor slab, and the frame column is disconnected between two floors; meanwhile, the components are assembled by adopting steel plates for connection, and the connecting structure and the assembling method have the advantages of strong integrity, large ductility, good structural integrity and earthquake resistance and the like.
Description
Technical Field
The invention relates to the field of assembled concrete buildings, in particular to a structure and an assembling method for connecting frame columns in a staggered manner in an assembled concrete frame-shear wall structure (for short, a frame shear structure).
Background
The assembled concrete structure has the advantages of high construction speed, energy conservation, environmental protection, small site wet work load and the like, and is rapidly developed in China in recent years. The concrete frame shear structure is a novel stress form consisting of two different side force resisting structures of a frame and a shear wall structure. In the frame shear structure, the shear wall mainly bears horizontal load, the vertical load is borne by the frame, and the frame shear structure has the advantages of high horizontal lateral force resistance of the shear wall and flexible space arrangement of the frame structure, and is a structure system with wider application in a building structure. Therefore, how to disassemble the frame shear structure to form an assembled system becomes an important issue for the civil engineering works to fill.
At present, in the existing concrete frame shear structure technology, when a frame and a shear wall are detached, the frame and the shear wall are detached at the position where a floor slab is located, after the frame and the shear wall are detached, the concrete at the position where the frame and the shear wall are assembled is not connected, and only the steel bars are connected. Therefore, at the splice location, the structural integrity is poor. In the prior art, the connection between concrete members is generally realized by adopting a method of connecting steel bars and then pouring concrete at the connection part, so that the quality of the connection part is not easy to ensure.
Disclosure of Invention
The invention aims to provide a structure and an assembling method for connecting frame columns in a staggered manner in an assembled concrete frame shear structure, and the integrity of the structure is greatly improved on the premise of ensuring connection among various precast concrete components.
The technical scheme of the invention is as follows:
an assembled frame shear structure column staggered floor type connection structure, the structure comprises: prefabricated bottom half-layer column, prefabricated middle layer column, prefabricated top half-layer column, prefabricated wall, prefabricated middle layer roof beam, prefabricated top layer roof beam and foundation beam, and be used for I shape post-wall connecting key and groove type roof beam-wall connecting key that connect between above-mentioned components, constitute through pouring concrete, concrete structure is as follows:
the two ends of the foundation beam are provided with a prefabricated bottom half-layer column, the top of the foundation beam is provided with a lower-layer prefabricated wall through a beam-wall embedded part, a shear steel plate-resistant key and a groove-type beam-wall connecting key, two sides of the lower-layer prefabricated wall are respectively connected with the prefabricated bottom half-layer column through a beam-wall embedded part, an I-shaped column-wall connecting key, the top of the lower-layer prefabricated wall is respectively connected with a prefabricated middle layer beam through a beam-wall embedded part, a shear steel plate-resistant groove and a groove-type beam-wall connecting key, the top of the prefabricated bottom half-layer column is provided with a prefabricated middle layer column, two ends of the prefabricated middle layer beam are connected with the prefabricated middle layer column through column-beam connecting reinforcing steel bars, transverse reinforcing steel bar sleeves and frame beam negative moment ribs, the top of the prefabricated middle layer column is provided with a prefabricated top half-layer column, the top of the prefabricated middle layer beam is provided with an upper-layer prefabricated wall through a beam-wall embedded part, an I-shaped column-wall connecting key and a groove-type beam-wall connecting key, and the two sides of the upper-layer prefabricated wall are respectively connected with the top of the prefabricated top half-layer column through a beam-wall embedded part, and the top of the top-layer precast beam-side of the top half-layer is respectively arranged at the top of the prefabricated beam-layer and the top half-layer beam is respectively connected with the top of the prefabricated beam.
The column staggered layer type connecting structure of the assembled frame shear structure comprises a column-wall embedded part and a column-wall embedded part, wherein the column-wall embedded part consists of a ribbed steel plate I and a round hole I, rib plates are arranged on one side of the ribbed steel plate I in an up-down parallel manner, and a round hole I is arranged on one side of the other side of the ribbed steel plate I;
the beam-wall embedded part consists of a ribbed steel plate II, a round hole I, a square hole and a round hole II, wherein rib plates are arranged on one side of the ribbed steel plate II in an up-down parallel mode, the rib plates are provided with square holes which are communicated up and down, one end of each rib plate is provided with a semicircular round hole II, and a round hole I is formed in one side of the other side of the ribbed steel plate II.
The prefabricated bottom half-layer column consists of bottom half-layer column longitudinal stress steel bars, column stirrups, longitudinal steel bar sleeves and ribbed steel plates I, wherein the four bottom half-layer column longitudinal stress steel bars which are arranged in a square manner are connected through the column stirrups to form a frame structure, the bottom of each bottom half-layer column longitudinal stress steel bar is sleeved with the longitudinal steel bar sleeve, and one side of the frame structure is provided with a column-wall embedded part;
the prefabricated middle layer column consists of middle layer column longitudinal stress steel bars, column stirrups, transverse steel bar sleeves, longitudinal steel bar sleeves, column and beam connecting steel bars and ribbed steel plates I, wherein four middle layer column longitudinal stress steel bars which are arranged in a square shape are connected through the column stirrups to form a frame structure, the bottom of each middle layer column longitudinal stress steel bar is sleeved with a longitudinal steel bar sleeve, and one side surface of the frame structure is provided with column-wall embedded parts up and down; an upper pair of parallel columns and a lower pair of parallel beam connecting steel bars are transversely penetrated in the middle of one side surface of the frame structure, and a transverse steel bar sleeve is sleeved on each column and each beam connecting steel bar;
the prefabricated top half-layer column is formed by pouring concrete of top half-layer column longitudinal stress steel bars, column stirrups, longitudinal steel bar sleeves and ribbed steel plates I, four top half-layer column longitudinal stress steel bars which are arranged in a square mode are connected through the column stirrups to form a frame structure, the bottom of each top half-layer column longitudinal stress steel bar 9 is sleeved with the longitudinal steel bar sleeve, and one side face of the frame structure is provided with a column-wall embedded part.
The assembled frame shear structure column staggered layer type connecting structure comprises a shear steel plate groove and a shear steel plate groove, wherein the shear steel plate groove consists of a ribbed steel plate III and a round hole I, rib plates are arranged on one side of the ribbed steel plate III in an up-down parallel manner, and the round hole I is arranged on one side of the other side of the ribbed steel plate III; the shear steel plate key consists of a ribbed steel plate IV and a round hole I, wherein a ribbed plate is longitudinally arranged on one side of the ribbed steel plate IV, and the round hole I is arranged on one side of the other side of the ribbed steel plate IV.
The steel bars in the prefabricated wall comprise shear wall longitudinal stress bars, shear wall transverse distribution bars, shear wall constraint edge component stirrups and shear wall tie bars, two rows of parallel opposite shear wall longitudinal stress bars and two rows of parallel opposite shear wall transverse distribution bars form a frame structure, the shear wall longitudinal stress bars positioned at the ends of the shear wall transverse distribution bars are connected through the shear wall constraint edge component stirrups, and the opposite shear wall longitudinal stress bars are connected through the shear wall tie bars; the two sides of the frame structure are respectively provided with a column-wall embedded part, the top of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate III, and the two ribbed steel plates II are symmetrically arranged on the two sides of the ribbed steel plate III; the bottom of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate III, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate III.
The steel bars in the prefabricated middle layer beam comprise middle layer frame beam hogging moment bars, middle layer frame beam positive moment bars and frame beam stirrups, two rows of parallel opposite middle layer frame beam hogging moment bars and two rows of parallel opposite middle layer frame beam positive moment bars form a frame structure, and the middle layer frame beam hogging moment bars and the middle layer frame beam positive moment bars are connected through frame beam stirrups; the top of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV; the bottom of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV.
The prefabricated frame shear structure column staggered layer type connecting structure comprises a prefabricated top layer frame beam hogging moment rib, a prefabricated top layer frame beam positive bending moment rib, frame beam stirrups, beam column node stirrups and polyvinyl chloride pipes, wherein two rows of parallel opposite top layer frame beam hogging moment ribs and two rows of parallel opposite top layer frame beam positive bending moment ribs form the frame structure, the top layer frame beam hogging moment ribs and the top layer frame beam positive bending moment ribs are connected through frame beam stirrups, and polyvinyl chloride pipes are respectively arranged on two sides of the top layer frame beam positive bending moment ribs longitudinally through the beam column node stirrups; the bottom of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV.
The bottom of the groove type beam-wall connecting key is provided with a round hole III, and two side surfaces of the groove type beam-wall connecting key are relatively grooved.
The assembling frame shear structure column staggered layer type assembling method of the connecting structure comprises the following steps:
(1) Assembling the prefabricated bottom half-layer column and the cast-in-situ concrete foundation beam with the beam-wall embedded part and the shear steel plate bond;
the top of the cast-in-situ concrete foundation beam is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV; the method comprises the steps that a beam-wall embedded part and a shear steel plate key are arranged on the upper side of a cast-in-situ concrete foundation beam, a beam end is taken as the top of the foundation, and a foundation top extending steel bar is arranged at the top of the foundation;
when in hoisting, hoisting the prefabricated bottom half-layer column on the top of the foundation, ensuring that the steel bars extending out of the top of the foundation are inserted into the longitudinal steel bar sleeves at the bottom of the prefabricated bottom half-layer column, and then grouting in the longitudinal steel bar sleeves to complete the assembly of the prefabricated bottom half-layer column, the cast-in-situ concrete foundation beam with the beam-wall embedded part and the shear steel plate bond;
(2) Hoisting a prefabricated wall;
hoisting the prefabricated wall above the foundation beam, and ensuring that the beam-wall embedded part and the shear steel plate groove at the lower side and the column-wall embedded parts at the left side and the right side are respectively in close contact with the beam-wall embedded part and the shear steel plate key at the upper side of the foundation beam and the column-wall embedded part in the connection direction of the prefabricated bottom half-layer column; firstly inserting a groove type beam-wall connecting key along a square hole on a beam-wall embedded part, and then fixing an I-shaped column-wall connecting key in a gap between column-wall embedded parts to complete the assembly of the prefabricated wall;
(3) Hoisting the prefabricated middle layer beam;
hoisting the prefabricated middle layer beam on the top end of the prefabricated wall, and ensuring that the beam-wall embedded part and the shear steel plate key on the lower side of the prefabricated middle layer beam are in close contact with the beam-wall embedded part and the shear steel plate groove on the upper layer of the prefabricated wall; then installing a groove type beam-wall connection key between the prefabricated middle layer beam and a beam-wall embedded part of the prefabricated wall to finish hoisting of the prefabricated middle layer beam;
(3) Hoisting a prefabricated middle layer column;
when in hoisting, the prefabricated middle layer column is hoisted above the prefabricated bottom half layer column, so that the longitudinal stress steel bars of the bottom half layer column extending out of the prefabricated bottom half layer column are inserted into the longitudinal steel bar sleeve at the bottom of the prefabricated middle layer column, and then grouting is carried out in the sleeve; the column and beam connecting steel bars extending out of the middle area of the prefabricated middle layer column are kept parallel and closely contacted with the hogging moment steel bars of the middle frame beams extending out of the two ends of the prefabricated middle layer beam, and finally a transverse steel bar sleeve on the column and beam connecting steel bars is slid to the middle area where the steel bars are contacted, grouting is carried out in the sleeve, so that the hoisting of the prefabricated middle layer column is completed;
(4) Hoisting the rest prefabricated walls and the prefabricated top layer beams is the same as the process;
(5) The strip-shaped templates are supported at the joints of the column-wall embedded parts, the beam-wall embedded parts, the shear steel plate grooves and the shear steel plate grooves, and the strip-shaped templates are tightly connected with the precast concrete beams, the columns and the shear walls through glass cement or other materials; pouring grouting material into the strip-shaped template until the grouting material fills gaps of column-wall embedded parts, beam-wall embedded parts, shearing-resistant steel plate grooves, I-shaped column-wall connecting keys, groove-shaped beam-wall connecting keys and shearing-resistant steel plate keys in the strip-shaped template; and after the grouting material is solidified, removing the strip-shaped template to finish the connection of the precast beam, the column and the shear wall.
The invention has the advantages and beneficial effects that:
1. the frame columns are connected in a staggered manner, so that horizontal displacement generated when assembly gaps among the components are positioned at the same layer under the action of earthquake load is reduced, the integrity of the structure is enhanced, and the ductility and the earthquake resistance of the structure are better.
2. According to the prefabricated wall and the prefabricated beam, the shearing force transmission of the connecting part between the walls is completed by arranging the shearing-resistant steel plate groove and the shearing-resistant steel plate key in the middle area of the connecting part between the prefabricated wall and the prefabricated beam, so that the structural integrity is further enhanced, and the anti-seismic performance is better.
3. The invention has the advantages that the manufacturing precision is high, and the manufacturing of the parts including the precast beam, the precast column, the precast wall, the beam-wall embedded part, the column-wall embedded part, the I-shaped column wall connecting key and the groove-shaped beam wall connecting key is completed in factories. The difficulty requirement of on-site assembly is not high, the learning cost of constructors can be saved, and the construction efficiency is greatly improved.
4. The invention adopts a large amount of assembly operations, is greatly reduced compared with the original cast-in-situ operation, and meets the requirements of energy conservation, environmental protection, economic safety, green building development and other assembly concrete structures.
Drawings
Fig. 1 is a three-dimensional view of a post-wall embedment.
Fig. 2 is a three-dimensional view of a longitudinal rebar sleeve.
Fig. 3 is a three-dimensional view of the transverse rebar sleeve.
Fig. 4 is a three-dimensional view of the arrangement of reinforcement within a precast bottom half concrete column.
Fig. 5 is a three-dimensional view of the post-wall embedment and the steel bar in the bottom half layer concrete post after binding and welding.
Fig. 6 is a three-dimensional view of a prefabricated bottom half-layer concrete column (simply prefabricated bottom half-layer column) with a column-wall embedment.
Fig. 7 is a three-dimensional view of the placement of reinforcement within a precast interlayer concrete column.
Fig. 8 is a three-dimensional view of the post-wall embedment being welded to the rebar in the middle layer concrete post.
Fig. 9 is a three-dimensional view of a precast middle layer concrete column (simply precast middle layer column) with a column-wall embedment.
Fig. 10 is a three-dimensional view of the placement of reinforcement within a precast top half concrete column.
FIG. 11 is a three-dimensional view of the post-wall embedment being welded to the rebar in the top half layer concrete post.
Fig. 12 is a three-dimensional view of a prefabricated top half layer concrete column (simply prefabricated top half layer column) with a column-wall embedment.
Fig. 13 is a three-dimensional view of a beam-wall embedment.
Fig. 14 is a three-dimensional view of a shear steel plate groove.
Fig. 15 is a three-dimensional view of a shear steel plate key.
Fig. 16 is a three-dimensional view of the placement of rebars within a precast concrete shear wall.
Fig. 17 is a three-dimensional view of binding and welding beam-wall embedments, column-wall embedments, and shear steel plate channels with steel bars in a shear wall.
Fig. 18 is a three-dimensional view of a precast concrete shear wall (simply precast wall) with beam-wall embedments, column-wall embedments, and shear steel plate channels.
Fig. 19 is a three-dimensional view of the arrangement of the rebars within the precast intermediate layer concrete frame beam.
Fig. 20 is a three-dimensional view of the beam-wall embedment and shear steel plate keys after the binding and welding of the steel bars in the precast middle layer concrete frame beam.
Fig. 21 is a prefabricated middle layer concrete frame beam with beam-wall embedments and shear steel plate bonds (simply prefabricated middle layer beam).
Fig. 22 is a three-dimensional view of the placement of the rebar within a precast top-layer concrete frame beam.
Fig. 23 is a three-dimensional view of the beam-wall embedment and shear steel plate keys after the binding and welding of the steel bars in the prefabricated top layer concrete frame beam.
Fig. 24 is a prefabricated top-level concrete frame beam with beam-wall embedments and shear steel plate bonds (simply prefabricated top-level beam).
Fig. 25 is a three-dimensional view of an i-pillar-wall connection.
Fig. 26 is a three-dimensional view of a channel beam-wall connection.
Fig. 27 is a three-dimensional view of a cast-in-place concrete foundation beam (simply called foundation beam) with beam-wall embedments.
Fig. 28 is a three-dimensional view of the hoisting process of the prefabricated bottom half-layer column and the foundation beam.
Fig. 29 is a three-dimensional view of the hoisting completion of the prefabricated bottom half-layer column and the foundation beam.
Fig. 30 is a three-dimensional view of the prefabricated wall being hoisted to fig. 26.
Fig. 31 is a three-dimensional view of the mounting of fig. 22 and 23 between a post-wall embedment and a beam-wall embedment.
Fig. 32 is a three-dimensional view of the prefabricated middle layer beam lifted from fig. 28.
Fig. 33 is a three-dimensional view of the mounting of fig. 23 between beam-wall embedments.
FIG. 34 is a three-dimensional view of the prefabricated middle layer column and the lifting process of FIG. 30.
FIG. 35 is a three-dimensional view of the prefabricated middle layer column and the lifting completion of FIG. 30.
Fig. 36 is a three-dimensional view of the assembled column sandwich frame shear structure.
Fig. 37 is a three-dimensional view of the post-staggered frame shear structure after grouting fabrication is completed.
In the figure, 1 a ribbed steel plate I; 2, a round hole I; 3 longitudinal steel bar sleeve; 4, a transverse steel bar sleeve; 5, longitudinal stress steel bars of the bottom half-layer column; 6 column stirrups; 7, longitudinal stress steel bars of the middle layer column; 8, connecting the column with the beam to form a reinforcing steel bar; 9 top half layer of column longitudinal stress steel bars; 10 ribbed steel plate II; 11 square holes; 12 round holes II; 13 ribbed steel plate III; 14 ribbed steel plate IV; 15 longitudinal stress ribs of the shear wall; 16 transverse distributing ribs of the shear wall; 17 shear wall restraining edge member stirrups; 18 shear wall lacing wires; 19, a negative bending moment rib of the middle layer frame beam; 20, positive bending moment ribs of the middle frame beam; 21 frame beam stirrups; 22, the negative moment rib of the top frame beam; 23 positive bending moment ribs of the top frame beam; 24 beam column node stirrups; 25 polyvinyl chloride pipe; 26I-shaped column-wall connection keys; 27 groove beam-wall connection keys; 28 round hole III; 29 a foundation top; 30, stretching out the steel bars from the top of the foundation; 31 grouting material.
Detailed Description
As shown in fig. 1 to 37, the assembled frame shear structure column staggered layer type connection structure mainly comprises: prefabricated bottom half-columns (fig. 6), prefabricated middle-layer columns (fig. 9), prefabricated top half-layer columns (fig. 12), prefabricated walls (fig. 18), prefabricated middle beams (fig. 21), prefabricated top beams (fig. 24) and foundation beams (fig. 27), and i-shaped column-wall connection keys (fig. 25) and channel beam-wall connection keys (fig. 26) for connection between the above-mentioned components.
(1) As shown in fig. 1, the concrete structure of the post-wall embedded part and the manufacturing process are as follows:
the column-wall embedded part (figure 1) consists of a ribbed steel plate I1 and a round hole I2, rib plates are arranged in parallel up and down on one side of the ribbed steel plate I1, and the round hole I2 is arranged on one side of the other side of the ribbed steel plate I1;
the round hole I2 adopts a single-sided drilling mode, and the number and the size of the round hole I are determined by the number of column hoop ribs 6 inserted into the hole I;
the width of the ribbed steel plate I1 is required to be smaller than that of the precast concrete columns and the precast concrete shear walls, and the small size is larger than or equal to the thickness of a protective layer required by the steel plates specified in the specification so as to meet the requirements of grouting and corrosion prevention of the connecting steel plates;
other geometric dimensions of the ribbed steel plate I1 are determined by calculation from the shear forces transmitted between the prefabricated parts to which they are connected.
(2) As shown in fig. 2-12, the specific structure and manufacturing process of the prefabricated bottom half-layer column, the prefabricated middle-layer column and the prefabricated top half-layer column are as follows:
as shown in fig. 2 and fig. 4-6, the prefabricated bottom half-layer column is formed by pouring concrete of bottom half-layer column longitudinal stress steel bars 5, column hoop bars 6, longitudinal steel bar sleeves 3 and ribbed steel plates I1, four bottom half-layer column longitudinal stress steel bars 5 which are arranged in a square mode are connected through the column hoop bars 6 to form a frame structure, the bottom of each bottom half-layer column longitudinal stress steel bar 5 is sleeved with the longitudinal steel bar sleeve 3, and one side face of the frame structure is provided with a column-wall embedded part.
The manufacturing process of the prefabricated bottom half-layer column comprises the following steps: firstly, the lower end of a longitudinal stress steel bar 5 of the prefabricated bottom half-layer column is inserted into a longitudinal steel bar sleeve 3, and then column stirrups 6 are bound, so that the arrangement of the steel bars in the prefabricated bottom half-layer column is completed.
The upper end part of the longitudinal stress steel bar 5 of the bottom half-layer column is reserved with a part, and the length of the reserved part is half of the height of the longitudinal steel bar sleeve 3 in the prefabricated middle-layer column (figure 9).
In the binding process, the two stirrups 6 positioned on the inner side in the direction connected with the column-wall embedded part (figure 1) are extended out by a part, and the length of the extended part is the same as the hole depth of the circular hole I2 on the side wall of the column-wall embedded part (figure 1).
The column-wall embedded parts (figure 1) are inserted into the extending parts of the column hoop ribs 6 through the round holes I2, the number of the column-wall embedded parts (figure 1) is determined according to the shear force calculation required to be transmitted between the prefabricated wall (figure 18) and the prefabricated bottom half-layer column (figure 6), and the column embedded parts are uniformly distributed along the column height.
And (3) supporting the template outside the steel bars (figure 4) in the column, pouring concrete, pouring the concrete in the template to the outer side surface of the column-wall embedded part (figure 1), and dismantling the template after the concrete is solidified to finish the manufacturing of the prefabricated bottom half-layer column (figure 6).
As shown in fig. 3 and 7-9, the prefabricated middle layer column consists of middle layer column longitudinal stress steel bars 7, column hoop steel bars 6, transverse steel bar sleeves 4, longitudinal steel bar sleeves 3, column and beam connecting steel bars 8 and ribbed steel plates I1, wherein four middle layer column longitudinal stress steel bars 7 distributed in a square shape are connected through the column hoop steel bars 6 to form a frame structure, the bottom of each middle layer column longitudinal stress steel bar 7 is sleeved with a longitudinal steel bar sleeve 3, and one side surface of the frame structure is provided with column-wall embedded parts up and down; an upper pair of parallel columns and beam connecting steel bars 8 are transversely penetrated in the middle of one side surface of the frame structure, and a transverse steel bar sleeve 4 is sleeved on each column and beam connecting steel bar 8.
The manufacturing process of the prefabricated middle layer column (figure 9) is the same as that of the prefabricated bottom half layer column (figure 6), but the height of the prefabricated middle layer column (figure 9) is twice that of the prefabricated bottom half layer column (figure 6), and the column and beam connecting steel bars 8 are required to be bound at the middle position of the column hoop steel bars 6 of the steel bars (figure 7) in the column. After the concrete is poured, the transverse reinforcing sleeve 4 is inserted along the outer side of the extending column and beam connecting reinforcing bar 8, and the length of the transverse reinforcing sleeve 4 is slightly shorter than that of the extending column and beam connecting reinforcing bar 8.
As shown in fig. 10-12, the prefabricated top half-layer column is formed by pouring concrete of top half-layer column longitudinal stress steel bars 9, column hoop bars 6, longitudinal steel bar sleeves 3 and ribbed steel plates I1, four top half-layer column longitudinal stress steel bars 9 which are arranged in a square mode are connected through the column hoop bars 6 to form a frame structure, the bottom of each top half-layer column longitudinal stress steel bar 9 is sleeved with the longitudinal steel bar sleeve 3, and one side face of the frame structure is provided with a column-wall embedded part.
The structure and the manufacturing process of the prefabricated top half layer column (figure 12) are the same as those of the prefabricated bottom half layer column (figure 6), and the reserved length of the upper end of the longitudinal stress steel bar 9 of the top half layer column is only longer than that of the upper end of the longitudinal stress steel bar 5 of the bottom half layer column, and the length of the reserved portion is the height of the prefabricated top layer beam.
(3) As shown in fig. 13, the concrete structure and the manufacturing process of the beam-wall embedded part are as follows:
the beam-wall embedded part (figure 13) consists of a ribbed steel plate II 10, a round hole I2, a square hole 11 and a round hole II 12, wherein rib plates are arranged on one side of the ribbed steel plate II 10 in an up-down parallel mode, the rib plates are provided with the square holes 11 which are vertically communicated, one end of each rib plate is provided with a semicircular round hole II 12, and a round hole I2 is arranged on one side of the other side of the ribbed steel plate II 10.
The number and the size of the round holes I2 on the beam-wall embedded part (figure 13) are determined by the number of the longitudinal distributing ribs 15 of the shear wall inserted into the holes of the round holes I2, which are the same as those of the column-wall embedded part (figure 1);
the dimensions of the square holes 11 are determined by the dimensions of the channel beam-wall connection keys 27 in order to achieve a connection between the ribbed steel plate ii 10 and the channel beam-wall connection keys 27. In addition, the round hole II 12 is provided for the purpose of grouting, and the grouting material 31 can flow to other positions through the round hole.
The width of the ribbed steel plate II 10 is required to be smaller than that of the precast concrete frame beam and the precast concrete shear wall, and the small size is larger than or equal to the thickness of a protective layer required by the steel plate specified by the specification so as to meet the requirements of grouting and corrosion prevention of the connecting steel plate;
other geometric dimensions of the ribbed steel plate II 10 are calculated from the bending moment transferred between the prefabricated parts to which they are connected.
(14) As shown in fig. 14 to 15, the specific structure and manufacturing process of the shear steel plate groove and the shear steel plate key are as follows:
the shearing-resistant steel plate groove (figure 14) consists of a ribbed steel plate III 13 and a round hole I2, rib plates are arranged on one side of the ribbed steel plate III 13 in an up-down parallel mode, and the round hole I2 is arranged on one side of the other side of the ribbed steel plate III 13; the shear steel plate key (figure 15) consists of a ribbed steel plate IV 14 and a round hole I2, wherein a ribbed plate is longitudinally arranged on one side of the ribbed steel plate IV 14, and the round hole I2 is arranged on one side of the other side of the ribbed steel plate IV 14.
The number and the size of the round holes I2 on the shear steel plate grooves (figure 14) and the shear steel plate keys (figure 15) are determined by the number of the longitudinal distribution ribs 15 of the shear wall inserted into the holes of the round holes I2 in a single-sided drilling mode, which is the same as that of the column-wall embedded part (figure 1) and the beam-wall embedded part (figure 13);
the width of the inner wall of the anti-shearing steel plate groove (figure 14) is the same as the width of the outer wall of the steel plate of the anti-shearing steel plate (figure 15), and the depth of the inner wall of the groove is the same as the height of the outer wall of the steel plate, so that the inner wall and the outer wall can be mutually clamped when in contact;
the widths of the ribbed steel plate III 13 and the ribbed steel plate IV 14 are required to be smaller than those of the precast concrete frame beams and the precast concrete shear walls, and the small size is larger than or equal to the thickness of the protective layer required by the steel plates specified in the specification so as to meet the requirements of grouting and corrosion prevention of the connecting steel plates;
other geometric dimensions of ribbed steel plate III 13 and ribbed steel plate IV 14 are determined based on calculations of the shear forces transmitted between the prefabricated elements to which they are attached.
(5) As shown in fig. 16 to 18, the concrete structure and the manufacturing process of the prefabricated wall are as follows:
as shown in fig. 16, the steel bars in the prefabricated wall include shear wall longitudinal stress bars 15, shear wall transverse distribution bars 16, shear wall constraint edge member stirrups 17 and shear wall tie bars 18, two rows of parallel opposite shear wall longitudinal stress bars 15 and two rows of parallel opposite shear wall transverse distribution bars 16 form a frame structure, the shear wall longitudinal stress bars 15 at the end parts of the shear wall transverse distribution bars 16 are connected through the shear wall constraint edge member stirrups 17, and the opposite shear wall longitudinal stress bars 15 are connected through the shear wall tie bars 18. The two sides of the frame structure are respectively provided with a column-wall embedded part, the top of the frame structure is provided with a ribbed steel plate II 10 and a ribbed steel plate III 13, and the two ribbed steel plates II 10 are symmetrically arranged on the two sides of the ribbed steel plate III 13; the bottom of the frame structure is provided with a ribbed steel plate II 10 and a ribbed steel plate III 13, and the two ribbed steel plates II 10 are symmetrically arranged on two sides of the ribbed steel plate III 13.
The manufacturing process is as follows: firstly binding a longitudinal stress rib 15 of a shear wall and a binding edge member stirrup 17 of the shear wall to form a binding edge member reinforcing bar; then binding the longitudinal stress ribs 15 of the rest shear walls and the transverse distributing ribs 16 of the shear walls; and finally binding the shear wall lacing wires 18 to form the steel bars in the prefabricated wall.
During the binding process, the longitudinal distributing ribs 15 of the shear wall extend outwards for a part in the direction connected with the beam-wall embedded part (figure 13) and the shearing-resistant steel plate groove (figure 14), and the length of the extending part is the same as the hole depth of the side wall round hole I2 of the beam-wall embedded part (figure 13) and the shearing-resistant steel plate groove (figure 14).
The beam-wall embedded parts (figure 13) and the shear steel plate grooves (figure 13) are inserted into the extending parts of the transverse distribution ribs 16 of the shear wall through round holes I2, the number of the beam-wall embedded parts (figure 13) is determined according to the calculation of bending moment required to be transmitted between the prefabricated wall (figure 18) and the prefabricated middle layer beam (figure 21), the beam-wall embedded parts are uniformly distributed in the two side areas along the transverse direction of the wall, and the number of the shear steel plate grooves (figure 14) is determined according to the calculation of shearing force required to be transmitted between the prefabricated wall (figure 18) and the prefabricated middle layer beam (figure 21), and the beam-wall embedded parts are uniformly distributed in the middle area along the transverse direction of the wall.
During the binding process, a part of the transverse shear wall distributing rib 16 extends outwards in the direction connected with the column-wall embedded part (figure 1), and the length of the extending part is the same as the hole depth of the circular hole I2 on the side wall of the column-wall embedded part (figure 9).
The column-wall embedded parts (figure 1) are inserted into the extending parts of the transverse distribution ribs 16 of the shear wall through round holes I2, and the number and distribution of the column-wall embedded parts (figure 1) are the same as those of the column-wall embedded parts (figure 1) on the prefabricated bottom half-layer column, the prefabricated middle-layer column and the prefabricated top half-layer column in the same area range as the height of the wall.
And (3) pouring concrete on the outer support templates of the steel reinforcement framework, wherein the concrete is poured on the outer surfaces of the column-wall embedded parts (figure 1), the beam-wall embedded parts (figure 3) and the shear steel plate grooves (figure 14) in the templates. And (5) removing the template after the concrete is solidified, and finishing the manufacture of the prefabricated wall (figure 18).
(6) As shown in fig. 19 to 24, the specific structure and manufacturing process of the prefabricated middle layer beam and the prefabricated top layer beam are as follows:
as shown in fig. 19-21, the steel bars in the prefabricated middle layer frame beam (fig. 21) comprise middle layer frame beam hogging moment ribs 19, middle layer frame beam positive moment ribs 20 and frame beam stirrups 21, two rows of parallel opposite middle layer frame beam hogging moment ribs 19 and two rows of parallel opposite middle layer frame beam positive moment ribs 20 form a frame structure, and the middle layer frame beam hogging moment ribs 19 and the middle layer frame beam positive moment ribs 20 are connected through frame beam stirrups 21. The top of the frame structure is provided with a ribbed steel plate II 10 and a ribbed steel plate IV 14, and the two ribbed steel plates II 10 are symmetrically arranged on two sides of the ribbed steel plate IV 14; the bottom of the frame structure is provided with a ribbed steel plate II 10 and a ribbed steel plate IV 14, and the two ribbed steel plates II 10 are symmetrically arranged on two sides of the ribbed steel plate IV 14.
The manufacturing process is as follows: binding the middle frame beam hogging moment ribs 19 and the middle frame beam positive bending moment ribs 20 on frame beam stirrups 21; during the binding process, the frame beam stirrup 21 should respectively extend out from a part in the upper and lower directions, and the length of the extending part is the same as the hole depth of the side wall round hole I2 of the beam-wall embedded part (figure 13) and the shear steel plate key (figure 15).
The beam-wall embedded part (figure 13) and the shear steel plate key (figure 15) are respectively inserted into the upper and lower extending parts of the frame beam stirrup 21 through the round hole I2, and the number of the beam-wall embedded part (figure 13) and the shear steel plate key (figure 15) is the same as that of the end face of the prefabricated wall.
And (3) pouring concrete on the outer support templates of the steel reinforcement framework, wherein the concrete is poured on the outer side surfaces of the beam-wall embedded parts (figure 13) and the shear steel plate keys (figure 15) in the templates. During pouring, the negative bending moment rib 19 of the middle frame beam is extended outwards by a part, and the length of the extended part is the same as that of the beam connecting reinforcing steel bar 8 extended from the middle part of the prefabricated middle layer column (figure 9), and is slightly smaller than that of the transverse reinforcing steel bar sleeve 4. And (3) removing the template after the concrete is solidified, and finishing the manufacturing of the prefabricated middle layer beam (figure 21).
As shown in fig. 22-24, the steel bars in the prefabricated top-layer frame beam (fig. 24) comprise top-layer frame beam hogging moment bars 22, top-layer frame beam positive moment bars 23, frame beam stirrups 21, beam column node stirrups 24 and polyvinyl chloride pipes 25, two rows of parallel opposite top-layer frame beam hogging moment bars 22 and two rows of parallel opposite top-layer frame beam positive moment bars 23 form a frame structure, the top-layer frame beam hogging moment bars 22 and the top-layer frame beam positive moment bars 23 are connected through the frame beam stirrups 21, and two sides of the top-layer frame beam positive moment bars 23 are respectively provided with polyvinyl chloride pipes 25 longitudinally arranged through the beam column node stirrups 24. The bottom of the frame structure is provided with a ribbed steel plate II 10 and a ribbed steel plate IV 14, and the two ribbed steel plates II 10 are symmetrically arranged on two sides of the ribbed steel plate IV 14.
The manufacturing process is as follows: firstly binding a top frame beam hogging moment steel bar 22 and a top frame beam positive moment steel bar 23 on a frame beam stirrup 21; then binding a polyvinyl chloride pipe 25 by adopting beam column joint stirrups 24, wherein the center of the polyvinyl chloride pipe 25 is the same as the center of the longitudinal stress steel bar 9 of the prefabricated top half-layer column, and the diameter of the polyvinyl chloride pipe 25 is 1-2cm greater than the diameter of the longitudinal stress steel bar 9 of the column; and finally binding beam column node stirrups 24 and polyvinyl chloride pipes 25 on the negative bending moment reinforcements 22 and the positive bending moment reinforcements 23 of the top frame beam.
During the binding process, the frame beam stirrup 21 should respectively extend out from a part in the upper and lower directions, and the length of the extending part is the same as the hole depth of the side wall round hole I2 of the beam-wall embedded part (figure 13) and the shear steel plate key (figure 15).
The beam-wall embedded part (figure 13) and the shear steel plate key (figure 15) are respectively inserted into the lower extending part of the frame beam stirrup 21 through the round hole I2, and the number of the beam-wall embedded part (figure 13) and the shear steel plate key (figure 15) is the same as that of the end face of the prefabricated wall.
And (3) pouring concrete on the outer support templates of the steel reinforcement framework, wherein the concrete is poured on the outer side surfaces of the beam-wall embedded parts (figure 13) and the shear steel plate keys (figure 15) in the templates. And (5) removing the template after the concrete is solidified, and finishing the manufacturing of the prefabricated top beam (figure 24).
(7) As shown in fig. 25 to 26, the specific structure and manufacturing process of the i-shaped column-wall connection key and the channel beam-wall connection key are as follows:
the dimensions of the i-shaped post-wall connection 26 are determined by the dimensions of the post-wall embedment (fig. 1);
the bottom of the groove-type beam-wall connecting key 27 is provided with a round hole III 28, two side surfaces of the groove-type beam-wall connecting key 27 are relatively grooved, the size of a key foot is the same as that of a hole 11 above a beam-wall embedded part (figure 13), and the purpose of the round hole III 28 is that grouting materials 31 can flow to other positions through the round hole during grouting.
The prefabricated components are prefabricated in a factory, then transported to a construction site for assembly, and the concrete hoisting process is as follows:
(1) The assembly process of the prefabricated bottom half-layer column (fig. 6) and the cast-in-place concrete foundation beam (fig. 27) with beam-wall embedments (fig. 13) and shear steel plate keys (fig. 15) is shown in fig. 27-29.
Fig. 27 shows a cast-in-situ concrete foundation beam with beam-wall embedments (fig. 13) and shear steel plate keys (fig. 15), wherein a ribbed steel plate II 10 and a ribbed steel plate IV 14 are arranged at the top of the cast-in-situ concrete foundation beam, and the two ribbed steel plates II 10 are symmetrically arranged at two sides of the ribbed steel plate IV 14. Foundation tops 29 are arranged at two ends of the cast-in-situ concrete foundation beam, and foundation tops 30 extending out of the foundation tops are arranged on the foundation tops 29.
The manufacturing method is the same as that of a common cast-in-situ foundation beam, only a beam-wall embedded part (figure 13) and a shear steel plate key (figure 15) are arranged on the upper side of the foundation beam, the beam end is a foundation top 29, and a foundation top extension steel bar 30 is arranged on the foundation top 29.
As shown in fig. 28, during hoisting, the prefabricated bottom half-layer column (fig. 6) is hoisted on the top 29 of the foundation, and the extension steel bars 30 at the top of the foundation are ensured to be inserted into the longitudinal steel bar sleeves 3 at the bottom of the prefabricated bottom half-layer column (fig. 6), and then grouting is carried out in the longitudinal steel bar sleeves 3, so that the assembly of the prefabricated bottom half-layer column (fig. 6) with the cast-in-situ concrete foundation beam (fig. 27) with the beam-wall embedded part (fig. 13) and the shear steel plate keys (fig. 15) is completed, and the assembly is shown in fig. 29.
(2) The prefabricated wall (fig. 18) is hoisted, see fig. 30-31.
As shown in fig. 30, the prefabricated wall (fig. 18) is hoisted above the foundation beam (fig. 27), so that the beam-wall embedded parts (fig. 13) and the shear steel plate grooves (fig. 14) at the lower side and the column-wall embedded parts (fig. 1) at the left side and the right side are respectively in close contact with the beam-wall embedded parts (fig. 13) and the shear steel plate keys (fig. 15) at the upper side of the foundation beam (fig. 21) and the column-wall embedded parts (fig. 1) in the connection direction of the prefabricated bottom half-layer column (fig. 6). The channel beam-wall connector 27 is then inserted along the square hole 12 in the beam-wall embedment (fig. 13), and the i-beam-wall connector 26 is then secured in the void between the beam-wall embedments (fig. 1), completing the assembly of the prefabricated wall (fig. 18), see fig. 31.
(3) The hoisting of the prefabricated middle layer beam (fig. 21) is shown in fig. 32-33.
Hoisting the prefabricated middle layer beam (figure 15) on the top end of the prefabricated wall (figure 18), see figure 32; and ensuring that the beam-wall embedded parts (figure 13) and the shear steel plate keys (figure 15) on the lower side of the beam-wall embedded parts are in close contact with the beam-wall embedded parts (figure 13) and the shear steel plate grooves (figure 14) on the upper layer of the prefabricated wall; and then installing a groove type beam-wall connection key 27 between the prefabricated middle layer beam (figure 21) and the beam-wall embedded part (figure 13) of the prefabricated wall (figure 18), so as to finish the hoisting of the prefabricated middle layer beam (figure 21), as shown in figure 33.
(3) Hoisting of the prefabricated middle layer column (fig. 9) is shown in fig. 34-35.
As shown in fig. 34, when in hoisting, the prefabricated middle layer column (fig. 9) is hoisted above the prefabricated bottom half layer column (fig. 12), so that the bottom half layer column longitudinal stress steel bars 5 extending out of the prefabricated bottom half layer column (fig. 12) are inserted into the longitudinal steel bar sleeves 3 at the bottom of the prefabricated middle layer column (fig. 12), and then grouting is carried out in the sleeves. The column and beam connecting steel bars 8 extending from the middle area of the prefabricated middle layer column (figure 9) are kept parallel and in close contact with the middle frame beam hogging moment steel bars 19 extending from the two ends of the prefabricated middle layer beam (figure 21), and finally the transverse steel bar sleeve 4 on the column and beam connecting steel bars 8 is slid to the middle area where the steel bars are in contact, grouting is carried out in the sleeve, and hoisting of the prefabricated middle layer column (figure 9) is completed, as shown in figure 35.
(4) The hoisting of the remaining prefabricated walls and prefabricated roof beams (fig. 24) is the same as above, see fig. 36.
(5) The bar-shaped templates are supported at the joints of the column-wall embedded parts (figure 1), the beam-wall embedded parts (figure 13), the shear steel plate grooves (figure 14) and the shear steel plate grooves (figure 15) and are tightly connected with the precast concrete beams, the columns and the shear walls through glass cement or other materials. Grouting material 31 is then poured into the strip-shaped template until the grouting material fills the gaps of the column-wall embedded part (figure 1), the beam-wall embedded part (figure 13), the shear steel plate groove (figure 14) and the I-shaped column-wall connecting key 26, the groove-shaped beam-wall connecting key 27 and the shear steel plate key (figure 15) which are fixedly connected with the grouting material. After the grouting material is solidified, the strip-shaped template is removed, and the connection of the precast beam, the column and the shear wall is completed, as shown in fig. 37.
The embodiment results show that the invention provides the assembled frame shear structure column staggered connection structure and the assembling method, the shear wall is disconnected at the floor slab, and the frame column is disconnected between two floor slabs; meanwhile, the components are assembled by adopting steel plates for connection, and the connecting structure and the assembling method have the advantages of strong integrity, large ductility, good structural integrity and earthquake resistance and the like.
Claims (4)
1. The utility model provides an assembled frame shear structure post split layer formula connection structure which characterized in that, this structure includes: prefabricated bottom half-layer column, prefabricated middle layer column, prefabricated top half-layer column, prefabricated wall, prefabricated middle layer roof beam, prefabricated top layer roof beam and foundation beam, and I shape post-wall connecting key and groove type roof beam-wall connecting key that are used for the connection between the structure are constituteed through pouring concrete, and concrete structure is as follows:
the two ends of the foundation beam are provided with a prefabricated bottom half-layer column, the top of the foundation beam is provided with a lower prefabricated wall through a beam-wall embedded part, a shear steel plate-resistant key and a groove-type beam-wall connecting key, two sides of the lower prefabricated wall are respectively connected with the prefabricated bottom half-layer column through a beam-wall embedded part, an I-shaped column-wall connecting key, the top of the lower prefabricated wall is respectively connected with a prefabricated middle layer beam through a beam-wall embedded part, a shear steel plate-resistant groove and a groove-type beam-wall connecting key, the top of the prefabricated bottom half-layer column is provided with a prefabricated middle layer column, two ends of the prefabricated middle layer beam are respectively connected with the prefabricated middle layer column through a beam-beam connecting reinforcing steel bar, a transverse reinforcing steel bar sleeve and a frame beam negative moment rib, the top of the prefabricated middle layer column is provided with a prefabricated top half-layer column, the top of the prefabricated middle layer beam is respectively connected with the top of the top half-layer column through a beam-wall embedded part, an I-shaped column-wall connecting key and the top of the prefabricated middle layer column is respectively arranged at the top of the top half-layer prefabricated wall;
the column-wall embedded part consists of a ribbed steel plate I and a round hole I, wherein rib plates are arranged on one side of the ribbed steel plate I in an up-down parallel manner, and a round hole I is arranged on one side of the other side of the ribbed steel plate I;
the beam-wall embedded part consists of a ribbed steel plate II, a round hole I, a square hole and a round hole II, wherein rib plates are arranged on one side of the ribbed steel plate II in an up-down parallel manner, square holes which are penetrated up and down are formed in the rib plates, a semicircular round hole II is formed in one end of each rib plate, and a round hole I is formed in one side of the other side of the ribbed steel plate II;
the shearing-resistant steel plate groove consists of a ribbed steel plate III and a round hole I, wherein rib plates are arranged on one side of the ribbed steel plate III in an up-down parallel manner, and the round hole I is arranged on one side of the other side of the ribbed steel plate III; the shear steel plate key consists of a ribbed steel plate IV and a round hole I, wherein a ribbed plate is longitudinally arranged on one side of the ribbed steel plate IV, and a round hole I is arranged on one side of the other side of the ribbed steel plate IV;
the bottom of the groove-shaped beam-wall connecting key is provided with a round hole III, and two side surfaces of the groove-shaped beam-wall connecting key are relatively grooved;
the assembling method of the assembled frame shear structure column staggered layer type connecting structure comprises the following steps:
(1) Assembling the prefabricated bottom half-layer column and the cast-in-situ concrete foundation beam with the beam-wall embedded part and the shear steel plate bond;
the top of the cast-in-situ concrete foundation beam is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV; the method comprises the steps that a beam-wall embedded part and a shear steel plate key are arranged on the upper side of a cast-in-situ concrete foundation beam, a beam end is taken as the top of the foundation, and a foundation top extending steel bar is arranged at the top of the foundation;
when in hoisting, hoisting the prefabricated bottom half-layer column on the top of the foundation, ensuring that the steel bars extending out of the top of the foundation are inserted into the longitudinal steel bar sleeves at the bottom of the prefabricated bottom half-layer column, and then grouting in the longitudinal steel bar sleeves to complete the assembly of the prefabricated bottom half-layer column, the cast-in-situ concrete foundation beam with the beam-wall embedded part and the shear steel plate bond;
(2) Hoisting a prefabricated wall;
hoisting the prefabricated wall above the foundation beam, and ensuring that the beam-wall embedded part and the shear steel plate groove at the lower side and the column-wall embedded parts at the left side and the right side are respectively in close contact with the beam-wall embedded part and the shear steel plate key at the upper side of the foundation beam and the column-wall embedded part in the connection direction of the prefabricated bottom half-layer column; firstly inserting a groove type beam-wall connecting key along a square hole on a beam-wall embedded part, and then fixing an I-shaped column-wall connecting key in a gap between column-wall embedded parts to complete the assembly of the prefabricated wall;
(3) Hoisting the prefabricated middle layer beam;
hoisting the prefabricated middle layer beam on the top end of the prefabricated wall, and ensuring that the beam-wall embedded part and the shear steel plate key on the lower side of the prefabricated middle layer beam are in close contact with the beam-wall embedded part and the shear steel plate groove on the upper layer of the prefabricated wall; then installing a groove type beam-wall connection key between the prefabricated middle layer beam and a beam-wall embedded part of the prefabricated wall to finish hoisting of the prefabricated middle layer beam;
(3) Hoisting a prefabricated middle layer column;
when in hoisting, the prefabricated middle layer column is hoisted above the prefabricated bottom half layer column, so that the longitudinal stress steel bars of the bottom half layer column extending out of the prefabricated bottom half layer column are inserted into the longitudinal steel bar sleeve at the bottom of the prefabricated middle layer column, and then grouting is carried out in the sleeve; the column and beam connecting steel bars extending out of the middle area of the prefabricated middle layer column are kept parallel and closely contacted with the hogging moment steel bars of the middle frame beams extending out of the two ends of the prefabricated middle layer beam, and finally a transverse steel bar sleeve on the column and beam connecting steel bars is slid to the middle area where the steel bars are contacted, grouting is carried out in the sleeve, so that the hoisting of the prefabricated middle layer column is completed;
(4) Hoisting the rest prefabricated walls and the prefabricated top layer beams is the same as the process;
(5) The strip-shaped templates are supported at the joints of the column-wall embedded parts, the beam-wall embedded parts, the shear steel plate grooves and the shear steel plate grooves, and the strip-shaped templates are tightly connected with the precast concrete beams, the columns and the shear walls through glass cement or other materials; pouring grouting material into the strip-shaped template until the grouting material fills gaps of column-wall embedded parts, beam-wall embedded parts, shearing-resistant steel plate grooves, I-shaped column-wall connecting keys, groove-shaped beam-wall connecting keys and shearing-resistant steel plate keys in the strip-shaped template; after the grouting material is solidified, removing the strip-shaped template to finish the connection of the precast beam, the column and the shear wall;
the prefabricated bottom half-layer column consists of bottom half-layer column longitudinal stress steel bars, column stirrups, longitudinal steel bar sleeves and ribbed steel plates I, wherein four bottom half-layer column longitudinal stress steel bars which are arranged in a square shape are connected through the column stirrups to form a frame structure, the bottom of each bottom half-layer column longitudinal stress steel bar is sleeved with a longitudinal steel bar sleeve, and one side of the frame structure is provided with a column-wall embedded part;
the prefabricated middle layer column consists of middle layer column longitudinal stress steel bars, column stirrups, transverse steel bar sleeves, longitudinal steel bar sleeves, column and beam connecting steel bars and ribbed steel plates I, wherein four middle layer column longitudinal stress steel bars which are arranged in a square shape are connected through the column stirrups to form a frame structure, the bottom of each middle layer column longitudinal stress steel bar is sleeved with a longitudinal steel bar sleeve, and one side surface of the frame structure is provided with column-wall embedded parts up and down; an upper pair of parallel columns and a lower pair of parallel beam connecting steel bars are transversely penetrated in the middle of one side surface of the frame structure, and a transverse steel bar sleeve is sleeved on each column and each beam connecting steel bar;
the prefabricated top half-layer column is formed by pouring concrete of top half-layer column longitudinal stress steel bars, column stirrups, longitudinal steel bar sleeves and ribbed steel plates I, four top half-layer column longitudinal stress steel bars which are arranged in a square mode are connected through the column stirrups to form a frame structure, the bottom of each top half-layer column longitudinal stress steel bar is sleeved with the longitudinal steel bar sleeve, and one side face of the frame structure is provided with a column-wall embedded part.
2. The assembled frame shear structure column staggered connection structure according to claim 1, wherein the steel bars in the prefabricated wall comprise shear wall longitudinal stress bars, shear wall transverse distribution bars, shear wall constraint edge component stirrups and shear wall tie bars, two rows of parallel opposite shear wall longitudinal stress bars and two rows of parallel opposite shear wall transverse distribution bars form a frame structure, the shear wall longitudinal stress bars positioned at the ends of the shear wall transverse distribution bars are connected through the shear wall constraint edge component stirrups, and the opposite shear wall longitudinal stress bars are connected through the shear wall tie bars; the two sides of the frame structure are respectively provided with a column-wall embedded part, the top of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate III, and the two ribbed steel plates II are symmetrically arranged on the two sides of the ribbed steel plate III; the bottom of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate III, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate III.
3. The staggered connection structure of the assembled frame shear structural column according to claim 1, wherein the steel bars in the prefabricated middle layer beam comprise middle layer frame beam hogging moment bars, middle layer frame beam positive moment bars and frame beam stirrups, two rows of parallel opposite middle layer frame beam hogging moment bars and two rows of parallel opposite middle layer frame beam positive moment bars form a frame structure, and the middle layer frame beam hogging moment bars and the middle layer frame beam positive moment bars are connected through the frame beam stirrups; the top of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV; the bottom of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV.
4. The staggered floor type connecting structure of the assembled frame shear structure column according to claim 1, wherein the steel bars in the prefabricated top floor beams comprise top floor frame beam hogging moment bars, top floor frame beam positive moment bars, frame beam hoops, beam column node hoops and polyvinyl chloride pipes, two rows of parallel opposite top floor frame beam hogging moment bars and two rows of parallel opposite top floor frame beam positive moment bars form a frame structure, the top floor frame beam hogging moment bars and the top floor frame beam positive moment bars are connected through frame beam hoops, and two sides of the top floor frame beam positive moment bars are respectively provided with polyvinyl chloride pipes longitudinally through the beam column node hoops; the bottom of the frame structure is provided with a ribbed steel plate II and a ribbed steel plate IV, and the two ribbed steel plates II are symmetrically arranged on two sides of the ribbed steel plate IV.
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| CN109267673A (en) * | 2018-11-09 | 2019-01-25 | 沈阳建筑大学 | Steel ribs dislocation dock shear wall vertical connection structure and assembly method |
| CN110805144B (en) * | 2019-11-15 | 2021-04-06 | 胡习兵 | Full-assembly type high-rise/super high-rise concrete frame support structure system and construction method thereof |
| CN112323990A (en) * | 2020-07-17 | 2021-02-05 | 中冶(上海)钢结构科技有限公司 | Method for connecting assembled floor slab and structural column |
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