CN113356370A - Mutual anchoring connection construction method for shear wall, frame column and concrete beam bracket - Google Patents
Mutual anchoring connection construction method for shear wall, frame column and concrete beam bracket Download PDFInfo
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- CN113356370A CN113356370A CN202110705500.5A CN202110705500A CN113356370A CN 113356370 A CN113356370 A CN 113356370A CN 202110705500 A CN202110705500 A CN 202110705500A CN 113356370 A CN113356370 A CN 113356370A
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- 238000010276 construction Methods 0.000 title claims abstract description 27
- 238000004873 anchoring Methods 0.000 title claims abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims description 91
- 239000010959 steel Substances 0.000 claims description 91
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 84
- 230000003014 reinforcing effect Effects 0.000 claims description 24
- 238000003466 welding Methods 0.000 claims description 13
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 8
- 238000009415 formwork Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 6
- 229910052742 iron Inorganic materials 0.000 claims description 4
- 230000004927 fusion Effects 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 2
- 238000000034 method Methods 0.000 claims 1
- 238000009417 prefabrication Methods 0.000 abstract description 2
- 238000005266 casting Methods 0.000 abstract 1
- 238000011065 in-situ storage Methods 0.000 abstract 1
- 210000003734 kidney Anatomy 0.000 description 4
- 239000002131 composite material Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- 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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
- E04B1/5825—Connections for building structures in general of bar-shaped building elements with a closed cross-section
- E04B1/5831—Connections for building structures in general of bar-shaped building elements with a closed cross-section of substantially rectangular form
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/66—Sealings
- E04B1/68—Sealings of joints, e.g. expansion joints
- E04B1/6801—Fillings therefor
-
- 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
- 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
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
-
- 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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
- E04C5/162—Connectors or means for connecting parts for reinforcements
- E04C5/163—Connectors or means for connecting parts for reinforcements the reinforcements running in one single direction
- E04C5/165—Coaxial connection by means of sleeves
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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Abstract
The construction method for mutual anchoring connection of the shear wall, the frame column and the concrete beam bracket specifically comprises the following steps: (1) prefabricating a shear wall, a frame column, a prefabricated beam and a truss floor slab in a factory; (2) after the shear wall and the frame columns are hoisted, assembled and assembled, concrete is poured into the shear wall and the frame columns; (3) overlapping the end part of the precast beam with the shear wall and the frame column; (4) and overlapping the two truss floors on the left side and the right side of the precast beam, casting concrete in situ to enable the end part of the precast beam to be cast and connected with the shear wall and the frame column, and simultaneously enabling the adjacent sides of the two truss floors to be overlapped and cast and connected with the upper part of the precast beam. The invention can greatly improve the connection strength between the concrete beam and the shear wall as well as between the concrete beam and the frame column, ensures the reliability of connection, has high construction efficiency by combining cast-in-place and prefabrication, and prevents the truss floor from falling off from the concrete beam by pouring and connecting the truss floor and the concrete beam.
Description
Technical Field
The invention relates to the technical field of buildings, in particular to a construction method for mutual anchoring and connection of a shear wall, a frame column and a concrete beam bracket.
Background
The components of the fabricated building are processed and manufactured in a factory according to the requirements of design drawings, the fabricated components are transported to a construction site for assembly, the wall body of the fabricated building generally adopts steel concrete composite pipes, because windows and door openings are arranged on the wall body, cross beams are horizontally arranged between the adjacent steel concrete composite pipes, in order to ensure the quality, the strength of connecting nodes between two ends of each cross beam and the adjacent steel concrete composite pipes is very important, and therefore, the integration is ensured when the connecting nodes between the wall beams are designed, and the convenience of construction is also ensured.
And when setting up the floor on the crossbeam, be relative activity between traditional floor and the crossbeam, the security is low.
Disclosure of Invention
The invention aims to provide a construction method for mutual anchoring connection of a shear wall, a frame column and a concrete beam bracket, which can greatly improve the connection strength among the concrete beam, the shear wall and the frame column and ensure the connection reliability.
In order to achieve the purpose, the invention adopts the following technical scheme:
the construction method for mutual anchoring connection of the shear wall, the frame column and the concrete beam bracket specifically comprises the following steps:
(1) the shear wall, the frame column, the precast beam and the truss floor slab are prefabricated in a factory, an upper connecting structure and a lower connecting structure which are arranged at an upper interval and a lower interval are respectively embedded in the upper parts of the inner sides of the shear wall and the frame column, a stirrup structure is embedded in the precast beam, and an end connecting frame is embedded in the end part of the precast beam;
(2) hoisting the shear wall and the frame column to a construction position, assembling and assembling according to the design of a drawing, and pouring concrete into the shear wall and the frame column;
(3) hoisting a corresponding section of precast beam to a position between two sections of oppositely arranged shear walls and frame columns, so that the end part of the precast beam is correspondingly connected with the upper connecting structure and the lower connecting structure, and the end part connecting frame is fixed on the lower connecting structure in an overlapping manner;
(4) the two truss floor slabs are lifted to the left side and the right side of the precast beam, the adjacent sides of the two truss floor slabs are respectively and correspondingly lapped at the edges of the left side and the right side of the upper portion of the precast beam, the truss structures on the adjacent sides of the two truss floor slabs are bound and connected with the upper portion of the stirrup structure of the precast beam, a protection template is additionally arranged on the outer side of the end portion of the precast beam, concrete is poured on the upper portion of the precast beam on site, the upper connecting structure, the lower connecting structure, the end connecting frame, the upper portion of the stirrup structure and the truss structures on the adjacent sides of the two truss floor slabs are all poured in the concrete, and the concrete is maintained for a period of time, so that the end portion of the precast beam is connected with the shear wall and the frame column in a pouring mode, and meanwhile the adjacent sides of the two truss floor slabs are connected with the upper portion of the precast beam in a pouring mode.
The prefabricated beam is characterized in that two first horizontal lap-joint reinforcing steel bars are pre-buried in the lower portion of the prefabricated beam along the length direction of the prefabricated beam, the width direction of the prefabricated beam is the left-right direction, the two first horizontal lap-joint reinforcing steel bars are arranged on the same horizontal plane at intervals in the front-back direction, a plurality of rectangular stirrups arranged at intervals in the left-right direction are pre-buried in the prefabricated beam, the planes of the rectangular stirrups are parallel to the end face of the prefabricated beam, the upper portions of the rectangular stirrups extend upwards out of the upper portion of the prefabricated beam, the two first horizontal lap-joint reinforcing steel bars penetrate through the rectangular stirrups and are respectively located at two corners of the lower portion of the rectangular stirrups, the two first horizontal lap-joint reinforcing steel bars are respectively bound and connected with two corners of the lower portion of the rectangular stirrups, two second horizontal lap-joint reinforcing steel bars are arranged above the prefabricated beam along the length direction of the prefabricated beam at intervals in the left-right direction and are respectively located right positions of the two corners of the two first And the two second horizontal lap-joint reinforcing steel bars are respectively bound and connected with two corners of the upper part of each rectangular stirrup, and the two first horizontal lap-joint reinforcing steel bars, the two second horizontal lap-joint reinforcing steel bars and each rectangular stirrup form a stirrup structure.
Go up connection structure and include two connecting sleeve, two connecting sleeve left and right intervals set up, connecting sleeve's outer end is connected with the pre-buried first level embedded steel bar of a plurality of roots in shear force wall and frame post, connecting sleeve is pre-buried perpendicularly in shear force wall and frame post, connecting sleeve's the inner flushes with the medial surface of shear force wall and frame post, connecting sleeve's center is equipped with the internal thread through-hole, threaded connection has a splice bar in the internal thread through-hole, the interior tip of two splice bars respectively with the outer tip welding of two horizontal overlap joint reinforcing bars of second.
Lower connection structure includes vertical steel sheet and horizontal steel sheet, vertical steel sheet is perpendicular with the precast beam, the outside welding of vertical steel sheet has the horizontal embedded reinforcing bar of a plurality of seconds, each horizontal embedded reinforcing bar of second is pre-buried in shear force wall and frame post, the medial surface of vertical steel sheet flushes with the medial surface of shear force wall and frame post, the outside limit of horizontal steel sheet is the hypotenuse that interior high outer is low, the outside limit fusion penetration welding of horizontal steel sheet is at the medial surface middle part downside of vertical steel sheet, a welt has been welded at the lower surface outside border point of horizontal steel sheet, the outside limit of welt sticiss the contact with the medial surface of vertical steel sheet, the welt is the same with horizontal steel sheet direction size about, the welding has the triangle gusset between the medial surface of the last side of horizontal steel sheet and vertical steel sheet, the lower surface of horizontal steel sheet evenly is provided with a plurality of drawknot iron hook.
The end connecting frame is a triangular truss which is composed of a truss upper part rib, a plurality of truss waist ribs, a plurality of transverse connecting reinforcing steel bars and two first horizontal lap-joint reinforcing steel bars, the truss upper part rib is pre-embedded at the upper side of the end part center of the precast beam along the length direction of the precast beam, the length of the truss upper part rib extending out of the end part of the precast beam is smaller than the length of the first horizontal lap-joint reinforcing steel bar extending out of the end part of the precast beam, each two truss waist ribs and one transverse connecting reinforcing steel bar form a group, the upper ends of the two truss waist ribs in the same group are all bound and connected to the same position on the truss upper part rib, the lower ends of the two truss waist ribs in the same group are respectively and symmetrically bound and connected to the two first horizontal lap-joint reinforcing steel bars, the transverse connecting reinforcing steel bars are connected between the two first horizontal lap-joint reinforcing steel bars, the two truss waist ribs in the same group and one transverse connecting reinforcing steel bar form a triangle, a tie bar which is perpendicular to the vertical steel plate is welded at the middle part of the upper side of the inner side of the vertical steel plate, the outer end part of the truss upper rib is welded with the inner end part of the tie bar.
The end connecting frame is a rectangular truss which is composed of two truss upper ribs, a plurality of truss waist ribs, a plurality of transverse connecting reinforcing steel bars and two first horizontal lap reinforcing steel bars, the two truss upper ribs are pre-embedded on the upper side of the end part of the precast beam along the length direction of the precast beam and are respectively positioned under the two second horizontal lap reinforcing steel bars, every two truss waist ribs and at least two transverse connecting reinforcing steel bars form a group, the two truss waist ribs of the same group are arranged along the left side and the right side in parallel at intervals, the upper ends of the two truss waist ribs of the same group are respectively and correspondingly bound and connected on the two truss upper ribs, the lower ends of the two truss waist ribs of the same group are respectively and correspondingly bound and connected on the two first horizontal lap reinforcing steel bars, one transverse connecting reinforcing steel bar of the same group is connected between the two truss upper ribs, the other transverse connecting reinforcing steel bar of the same group is connected between the two first horizontal lap reinforcing steel bars, all the other transverse connection reinforcing bars of the same group are connected between the two truss waist bars at intervals from top to bottom respectively, the two truss waist bars of the same group, the transverse connection reinforcing bar at the top and the transverse connection reinforcing bar at the bottom surround a vertical rectangle, the middle part of the upper side of the inner side surface of the vertical steel plate is welded with two tie bars vertical to the vertical steel plate, and the outer end parts of the upper reinforcing bars of the two trusses are respectively welded with the inner end parts of the two tie bars.
The end connecting frame is an inclined rectangular truss which is composed of two first horizontal lapping reinforcing steel bars and four truss waist reinforcing steel bars, the truss waist bars are arranged in a rectangular shape, the upper ends of the two truss waist bars on the left side are respectively bound and connected to the second horizontal lap bars on the left side, the lower ends of the two truss waist bars on the left side are respectively bound and connected to the first horizontal lap bars on the left side, the upper ends of the two truss waist bars on the right side are respectively bound and connected to the second horizontal lap bars on the right side, the lower ends of the two truss waist bars on the right side are respectively bound and connected to the first horizontal lap bars on the right side, each transverse connecting steel bar is respectively connected between the two truss waist bars on the left side and the two truss waist bars on the right side, and the two truss waist bars on the inner side and the two truss waist bars on the outer side are connected through a plurality of longitudinal connecting steel bars;
the upper part of the oblique rectangular truss is embedded in the precast beam, and the lower part of the oblique rectangular truss extends out of the end part of the precast beam.
The upper part rib and the waist rib of the truss are both profile steel or reinforcing steel.
The step (3) is specifically as follows: the prefabricated beam is hoisted to the position between two opposite sections of shear walls and frame columns, the end parts of two first horizontal lapping reinforcing steel bars are lapped and supported on the upper surface of a horizontal steel plate and are welded together, the outer end parts of two second horizontal lapping reinforcing steel bars are respectively welded together with the inner end parts of two connecting ribs, and an end part connecting frame is lapped and fixed on a lower part connecting structure.
The step (4) is specifically as follows: hoisting two truss floors to the left side and the right side of a precast beam, enabling adjacent sides of the two truss floors to be correspondingly lapped at the edges of the left side and the right side of the upper part of the precast beam respectively, enabling the lower corners in the truss structures at the adjacent sides of the two truss floors close to one side of the precast beam to penetrate through truss fixing ribs along the length direction of the precast beam, respectively binding and fixedly connecting the two truss fixing ribs with the rectangular stirrups, enabling the truss structures at the adjacent sides of the two truss floors and the upper part of the stirrup structure of the precast beam to be fixedly connected, additionally arranging a formwork outside the end part of the precast beam, enabling the end parts of the two first horizontal lapped reinforcements, the two connecting ribs, the end parts of the two second horizontal lapped reinforcements, the horizontal steel plate, the tie bars and the end part connecting frame to be positioned in a cavity formed by the formworks, and pouring concrete into the cavity formed by the formworks and a space between the two truss floors and the upper part of the precast beam, and pouring the end parts of the two first horizontal lap-joint reinforcing steel bars, the two connecting ribs, the two second horizontal lap-joint reinforcing steel bars, the horizontal steel plates, the end connecting frames, the upper parts of the rectangular stirrups, the truss structures on the adjacent sides of the two truss floors and the two truss fixing ribs in concrete, maintaining for a period of time, so that the end parts of the precast beams are poured and connected with the shear wall and the frame column, and simultaneously, the adjacent sides of the two truss floors are overlapped and poured and connected with the upper parts of the precast beams.
Compared with the prior art, the invention has outstanding substantive characteristics and remarkable progress, and particularly, the invention can greatly improve the connection strength between the concrete beam and the shear wall and the frame column, ensure the connection reliability, is convenient for construction by combining cast-in-place and prefabrication, has high construction efficiency and can ensure the construction quality, completely meets the use requirements of integral stress, energy conservation and earthquake resistance of modern fabricated buildings, and the truss floor and the concrete beam are bound and connected by pouring, thereby avoiding the condition that the truss floor falls off the concrete beam, and greatly improving the assembly reliability between the floor and the beam.
Drawings
Fig. 1 is a schematic structural view of embodiment 1 of the present invention.
Fig. 2 is a sectional view of an end of a precast beam according to embodiment 1 of the present invention.
Fig. 3 is a schematic view of the connection of the truss floor with the precast girders according to the present invention.
Fig. 4 is a partially enlarged view of a portion a in fig. 1.
Fig. 5 is a sectional view of an end of a precast beam according to embodiment 2 of the present invention.
Fig. 6 is a schematic structural diagram of embodiment 3 of the present invention.
Fig. 7 is a sectional view of an end of a precast beam according to embodiment 3 of the present invention.
Detailed Description
The embodiments of the present invention are further described below with reference to the drawings.
The first embodiment is as follows:
as shown in fig. 1-4, the construction method for mutual anchoring and connection of the shear wall, the frame column and the concrete beam bracket specifically comprises the following steps:
(1) the shear wall and frame column 1, the precast beam 2 and the truss floor slab 3 are prefabricated in a factory, an upper connecting structure and a lower connecting structure which are arranged at an upper and a lower interval are respectively embedded in the upper parts of the inner sides of the shear wall and the frame column 1, a stirrup structure is embedded in the precast beam 2, and an end connecting frame is embedded in the end part of the precast beam 2;
(2) hoisting the shear wall and the frame column 1 to a construction position, assembling and assembling according to the design of a drawing, and pouring concrete into the shear wall and the frame column 1;
(3) hoisting a corresponding section of the precast beam 2 to a position between two sections of the shear walls and the frame columns 1 which are oppositely arranged, so that the end part of the precast beam 2 is correspondingly connected with the upper connecting structure and the lower connecting structure, and the end part connecting frames are lapped and fixed on the lower connecting structure;
(4) the two truss floor slabs 3 are hoisted to the left side and the right side of the precast beam 2, the adjacent sides of the two truss floor slabs 3 are respectively and correspondingly lapped at the edges of the left side and the right side of the upper portion of the precast beam 2, the truss structures of the adjacent sides of the two truss floor slabs 3 are bound and connected with the upper portion of the stirrup structure of the precast beam 2, a protection template is additionally arranged on the outer side of the end portion of the precast beam 2, concrete is poured on the upper portion of the precast beam 2 on site, the upper connecting structure, the lower connecting structure, the end connecting frame, the upper portion of the stirrup structure and the truss structures of the adjacent sides of the two truss floor slabs 3 are all poured in the concrete, and the end portion of the precast beam 2, the shear wall and the frame column 1 are connected together in a pouring mode through maintenance for a period of time, and meanwhile the adjacent sides of the two truss floor slabs 3 and the upper portion of the precast beam 2 are connected together in a pouring mode through superposition.
Two first horizontal lap-joint reinforcing steel bars 5 are embedded in the lower portion of the precast beam 2 along the length direction of the precast beam 2, the width direction of the precast beam 2 is taken as the left-right direction, the two first horizontal lap-joint reinforcing steel bars 5 are arranged on the same horizontal plane at intervals from front to back, a plurality of rectangular stirrups 6 arranged at intervals from left to right are embedded in the precast beam 2, the planes of the rectangular stirrups 6 are parallel to the end surface of the precast beam 2, the upper portions of the rectangular stirrups 6 extend upwards out of the upper portion of the precast beam 2, the two first horizontal lap-joint reinforcing steel bars 5 penetrate through the rectangular stirrups 6 and are respectively positioned at two corners of the lower portion of the rectangular stirrups 6, the two first horizontal lap-joint reinforcing steel bars 5 are respectively bound and connected with two corners of the lower portion of the rectangular stirrups 6, two second horizontal lap-joint reinforcing steel bars 7 are arranged above the precast beam 2 along the length direction of the precast beam 2, the second horizontal lap-joint reinforcing steel bars 7 are respectively positioned right and left to right above the two first horizontal lap-joint reinforcing steel bars 5, two horizontal overlap joint reinforcing bars 7 of second pass each rectangle stirrup 6 and are located each rectangle stirrup 6 inner upper portion both corners respectively, and two horizontal overlap joint reinforcing bars 7 of second are connected with each rectangle stirrup 6 upper portion both corners ligature respectively, and stirrup structure is constituteed to two horizontal overlap joint reinforcing bars 5 of first, two horizontal overlap joint reinforcing bars 7 of second and each rectangle stirrup 6.
Go up connection structure and include two connecting sleeve 8, the interval sets up about two connecting sleeve 8, connecting sleeve 8's outer end is connected with the pre-buried first level embedded steel bar 9 of a plurality of roots in shear force wall and frame post 1, connecting sleeve 8 is pre-buried in shear force wall and frame post 1 perpendicularly, connecting sleeve 8's the inner flushes with the medial surface of shear force wall and frame post 1, connecting sleeve 8's center is equipped with internal thread through-hole 10, threaded connection has a splice bar 11 in the internal thread through-hole 10, the interior tip of two splice bars 11 welds through two parallel auxiliary reinforcement 22 with the outer tip of two horizontal overlap joint reinforcing bars 7 of second respectively.
Lower connection structure includes vertical steel sheet 12 and horizontal steel sheet 13, vertical steel sheet 12 is perpendicular with precast beam 2, the lateral surface welding of vertical steel sheet 12 has a plurality of horizontal embedded steel bars of second 14, each horizontal embedded steel bar of second 14 is pre-buried in shear force wall and frame post 1, the medial surface of vertical steel sheet 12 flushes with the medial surface of shear force wall and frame post 1, the outside limit of horizontal steel sheet 13 is the hypotenuse of interior height outside, the outside limit fusion welding of horizontal steel sheet 13 is at the medial surface middle part downside of vertical steel sheet 12, the lower surface outside border point welding of horizontal steel sheet 13 has a welt 15, the outside limit of welt 15 sticiss the contact with the medial surface of vertical steel sheet 12, welt 15 is the same with horizontal steel sheet 13 at left and right sides direction size, the welding has triangle gusset 16 between the last side of horizontal steel sheet 13 and the medial surface of vertical steel sheet 12, the lower surface of horizontal steel sheet 13 evenly is provided with a plurality of drawknot iron hook 17. The drawknot iron hook 17 is used for preventing poured concrete from falling off.
The end connecting frame is a triangular truss which is composed of a truss upper rib 19, a plurality of truss waist ribs 20, a plurality of transverse connecting reinforcing steel bars 21 and two first horizontal lap-joint reinforcing steel bars 5, the truss upper rib 19 is pre-embedded at the upper side of the center of the end part of the precast beam 2 along the length direction of the precast beam 2, the length of the truss upper rib 19 extending out of the end part of the precast beam 2 is smaller than the length of the first horizontal lap-joint reinforcing steel bar 5 extending out of the end part of the precast beam 2, each two truss waist ribs 20 and one transverse connecting reinforcing steel bar 21 form a group, the upper ends of the two truss waist ribs 20 in the same group are all bound and connected to the same part on the truss upper rib 19, the lower ends of the two truss waist ribs 20 in the same group are respectively and symmetrically bound and connected to the two first horizontal lap-joint reinforcing steel bars 5, the transverse connecting reinforcing steel bars 21 are connected between the two first horizontal lap-joint reinforcing steel bars 5, the two truss waist ribs 20 in the same group and one transverse connecting reinforcing steel bar 21 form a triangle, a tie bar 18 vertical to the vertical steel plate 12 is welded in the middle of the upper side of the inner side face of the vertical steel plate 12, and the outer end of a truss upper rib 19 is welded with the inner end of the tie bar 18.
The step (3) is specifically as follows: firstly, a corresponding section of precast beam 2 is hoisted to a position between two opposite sections of shear walls and frame columns 1, the end parts of two first horizontal lap-joint reinforcing steel bars 5 are lapped and supported on the upper surface of a horizontal steel plate 13 and are welded together, the outer end parts of two second horizontal lap-joint reinforcing steel bars 7 are respectively welded with the inner end parts of two connecting ribs 11, and the end part connecting frame is lapped and fixed on a lower connecting structure (the outer end part of an upper rib 19 of a truss is welded with the inner end part of a lacing wire 18).
The step (4) is specifically as follows: hoisting two truss floors 3 to the left side and the right side of a precast beam 2, enabling adjacent sides of the two truss floors 3 to be correspondingly lapped at the edges of the left side and the right side of the upper part of the precast beam 2 respectively, enabling inner lower corners of truss structures of the adjacent sides of the two truss floors 3 close to one side of the precast beam 2 to penetrate through truss fixing ribs 4 along the length direction of the precast beam 2, respectively binding and fixedly connecting the two truss fixing ribs 4 with rectangular stirrups 6, enabling the adjacent side truss structures of the two truss floors 3 to be fixedly connected with the upper parts of the stirrup structures of the precast beam 2, adding a protecting template outside the end part of the precast beam 2, enabling the end parts of two first horizontal lap-joint reinforcing steel bars 5, the two connecting ribs 11, the end parts of two second horizontal lap-joint reinforcing steel bars 7, horizontal steel plates 13, tie bars 18 and end part connecting frames to be positioned in a cavity formed by the template in a surrounding way and pouring concrete in a space between the two truss floors 3 and the upper part of the precast beam 2, the ends of the two first horizontal lap-joint reinforcing steel bars 5, the two connecting bars 11, the two second horizontal lap-joint reinforcing steel bars 7, the horizontal steel plates 13, the end connecting frames, the upper parts of the rectangular stirrups 6, the truss structures on the adjacent sides of the two truss floors 3 and the two truss fixing bars 4 are all poured in concrete, and the concrete is maintained for a period of time, so that the ends of the precast beams 2 are poured and connected with the shear wall and the frame column 1, and meanwhile, the adjacent sides of the two truss floors 3 are overlapped and poured and connected with the upper parts of the precast beams 2.
Wherein, the lacing wire 18, the truss upper part rib 19 and the truss waist rib 20 adopt section steel or steel bars. The section steel includes I-shaped steel, channel steel, H-shaped steel, C-shaped steel and the like.
Example two:
as shown in fig. 5, the difference from the first embodiment is that the end connection frame is a rectangular truss, the rectangular truss is composed of two truss upper ribs 19, a plurality of truss waist ribs 20, a plurality of transverse connection steel bars 21 and two first horizontal lap steel bars 5, the two truss upper ribs 19 are pre-embedded on the upper side of the end portion of the precast beam 2 along the length direction of the precast beam 2 and are respectively positioned under the two second horizontal lap steel bars 7, each two truss waist ribs 20 and at least two transverse connection steel bars 21 form a group, the two truss waist ribs 20 in the same group are arranged along the left and right in parallel at intervals, the upper ends of the two truss waist ribs 20 in the same group are respectively and correspondingly bound and connected on the two truss upper ribs 19, the lower ends of the two truss waist ribs 20 in the same group are respectively and correspondingly bound and connected on the two first horizontal lap steel bars 5, the one transverse connection steel bar 21 in the same group is connected between the two truss upper ribs 19, another transverse connection reinforcing bar 21 of same group connects between two first horizontal overlap joint reinforcing bars 5, all the other each transverse connection reinforcing bars 21 of same group are connected between two truss kidney bars 20 from top to bottom at interval respectively, two truss kidney bars 20 of same group, a transverse connection reinforcing bar 21 of the top and a transverse connection reinforcing bar 21 of downside surround into a vertical rectangle, the medial surface upside middle part welding of vertical steel sheet 12 has two tiepieces 18 perpendicular with vertical steel sheet 12, the outer tip of two truss upper portion muscle 19 corresponds respectively and welds with the interior tip of two tiepieces 18.
Example three:
referring to fig. 6 and 7, different from the first and second embodiments, the end connection frame is an oblique rectangular truss, the oblique rectangular truss is composed of two first horizontal overlap bars 5, four truss wales 20, a plurality of transverse connection bars 21 and two second horizontal overlap bars 7, the four truss wales 20 are arranged in a low-inner-height inclined manner and are distributed in a rectangular manner, the upper ends of the two truss wales 20 on the left side are respectively bound and connected to the second horizontal overlap bar 7 on the left side, the lower ends of the two truss wales 20 on the left side are respectively bound and connected to the first horizontal overlap bar 5 on the left side, the upper ends of the two truss wales 20 on the right side are respectively bound and connected to the second horizontal overlap bar 7 on the right side, the lower ends of the two truss wales 20 on the right side are respectively bound and connected to the first horizontal overlap bar 5 on the right side, each transverse connection bar 21 is respectively connected between the two truss wales 20 on the left side and the two truss wales 20 on the right side, the two truss kidney bars 20 at the inner side are connected with the two truss kidney bars 20 at the outer side through a plurality of longitudinal connecting steel bars 23;
the upper part of the oblique rectangular truss is embedded in the precast beam 2, and the lower part of the oblique rectangular truss extends out of the end part of the precast beam 2.
The above embodiments are merely to illustrate rather than to limit the technical solutions of the present invention, and although the present invention has been described in detail with reference to the above embodiments, those of ordinary skill in the art should understand that; modifications and equivalents may be made thereto without departing from the spirit and scope of the invention and it is intended to cover in the claims the invention as defined in the appended claims.
Claims (10)
1. The mutual anchoring connection construction method of the shear wall, the frame column and the concrete beam bracket is characterized in that: the method specifically comprises the following steps:
(1) the shear wall, the frame column, the precast beam and the truss floor slab are prefabricated in a factory, an upper connecting structure and a lower connecting structure which are arranged at an upper interval and a lower interval are respectively embedded in the upper parts of the inner sides of the shear wall and the frame column, a stirrup structure is embedded in the precast beam, and an end connecting frame is embedded in the end part of the precast beam;
(2) hoisting the shear wall and the frame column to a construction position, assembling and assembling according to the design of a drawing, and pouring concrete into the shear wall and the frame column;
(3) hoisting a corresponding section of precast beam to a position between two sections of oppositely arranged shear walls and frame columns, so that the end part of the precast beam is correspondingly connected with the upper connecting structure and the lower connecting structure, and the end part connecting frame is fixed on the lower connecting structure in an overlapping manner;
(4) the two truss floor slabs are lifted to the left side and the right side of the precast beam, the adjacent sides of the two truss floor slabs are respectively and correspondingly lapped at the edges of the left side and the right side of the upper portion of the precast beam, the truss structures on the adjacent sides of the two truss floor slabs are bound and connected with the upper portion of the stirrup structure of the precast beam, a protection template is additionally arranged on the outer side of the end portion of the precast beam, concrete is poured on the upper portion of the precast beam on site, the upper connecting structure, the lower connecting structure, the end connecting frame, the upper portion of the stirrup structure and the truss structures on the adjacent sides of the two truss floor slabs are all poured in the concrete, and the concrete is maintained for a period of time, so that the end portion of the precast beam is connected with the shear wall and the frame column in a pouring mode, and meanwhile the adjacent sides of the two truss floor slabs are connected with the upper portion of the precast beam in a pouring mode.
2. The mutual anchoring connection construction method of the shear wall, the frame column and the concrete beam bracket according to claim 1, characterized in that: the prefabricated beam is characterized in that two first horizontal lap-joint reinforcing steel bars are pre-buried in the lower portion of the prefabricated beam along the length direction of the prefabricated beam, the width direction of the prefabricated beam is the left-right direction, the two first horizontal lap-joint reinforcing steel bars are arranged on the same horizontal plane at intervals in the front-back direction, a plurality of rectangular stirrups arranged at intervals in the left-right direction are pre-buried in the prefabricated beam, the planes of the rectangular stirrups are parallel to the end face of the prefabricated beam, the upper portions of the rectangular stirrups extend upwards out of the upper portion of the prefabricated beam, the two first horizontal lap-joint reinforcing steel bars penetrate through the rectangular stirrups and are respectively located at two corners of the lower portion of the rectangular stirrups, the two first horizontal lap-joint reinforcing steel bars are respectively bound and connected with two corners of the lower portion of the rectangular stirrups, two second horizontal lap-joint reinforcing steel bars are arranged above the prefabricated beam along the length direction of the prefabricated beam at intervals in the left-right direction and are respectively located right positions of the two corners of the two first horizontal lap-joint reinforcing steel bars, the two second horizontal lap-joint reinforcing steel bars penetrate through the rectangular stirrups and are respectively located at two corners of the upper portion of the rectangular stirrups And the two second horizontal lap-joint reinforcing steel bars are respectively bound and connected with two corners of the upper part of each rectangular stirrup, and the two first horizontal lap-joint reinforcing steel bars, the two second horizontal lap-joint reinforcing steel bars and each rectangular stirrup form a stirrup structure.
3. The mutual anchoring connection construction method of the shear wall, the frame column and the concrete beam bracket according to claim 2, characterized in that: go up connection structure and include two connecting sleeve, two connecting sleeve left and right intervals set up, connecting sleeve's outer end is connected with the pre-buried first level embedded steel bar of a plurality of roots in shear force wall and frame post, connecting sleeve is pre-buried perpendicularly in shear force wall and frame post, connecting sleeve's the inner flushes with the medial surface of shear force wall and frame post, connecting sleeve's center is equipped with the internal thread through-hole, threaded connection has a splice bar in the internal thread through-hole, the interior tip of two splice bars respectively with the outer tip of two horizontal overlap joint reinforcing bars of second through two parallel auxiliary reinforcement welding.
4. The mutual anchoring connection construction method of the shear wall, the frame column and the concrete beam bracket according to claim 3, characterized in that: lower connection structure includes vertical steel sheet and horizontal steel sheet, vertical steel sheet is perpendicular with the precast beam, the outside welding of vertical steel sheet has the horizontal embedded reinforcing bar of a plurality of seconds, each horizontal embedded reinforcing bar of second is pre-buried in shear force wall and frame post, the medial surface of vertical steel sheet flushes with the medial surface of shear force wall and frame post, the outside limit of horizontal steel sheet is the hypotenuse that interior high outer is low, the outside limit fusion penetration welding of horizontal steel sheet is at the medial surface middle part downside of vertical steel sheet, a welt has been welded at the lower surface outside border point of horizontal steel sheet, the outside limit of welt sticiss the contact with the medial surface of vertical steel sheet, the welt is the same with horizontal steel sheet direction size about, the welding has the triangle gusset between the medial surface of the last side of horizontal steel sheet and vertical steel sheet, the lower surface of horizontal steel sheet evenly is provided with a plurality of drawknot iron hook.
5. The shear wall and frame column and concrete beam corbel mutual anchoring connection construction method according to claim 4, characterized in that: the end connecting frame is a triangular truss which is composed of a truss upper part rib, a plurality of truss waist ribs, a plurality of transverse connecting reinforcing steel bars and two first horizontal lap-joint reinforcing steel bars, the truss upper part rib is pre-embedded at the upper side of the end part center of the precast beam along the length direction of the precast beam, the length of the truss upper part rib extending out of the end part of the precast beam is smaller than the length of the first horizontal lap-joint reinforcing steel bar extending out of the end part of the precast beam, each two truss waist ribs and one transverse connecting reinforcing steel bar form a group, the upper ends of the two truss waist ribs in the same group are all bound and connected to the same position on the truss upper part rib, the lower ends of the two truss waist ribs in the same group are respectively and symmetrically bound and connected to the two first horizontal lap-joint reinforcing steel bars, the transverse connecting reinforcing steel bars are connected between the two first horizontal lap-joint reinforcing steel bars, the two truss waist ribs in the same group and one transverse connecting reinforcing steel bar form a triangle, a tie bar which is perpendicular to the vertical steel plate is welded at the middle part of the upper side of the inner side of the vertical steel plate, the outer end part of the truss upper rib is welded with the inner end part of the tie bar.
6. The shear wall and frame column and concrete beam corbel mutual anchoring connection construction method according to claim 4, characterized in that: the end connecting frame is a rectangular truss which is composed of two truss upper ribs, a plurality of truss waist ribs, a plurality of transverse connecting reinforcing steel bars and two first horizontal lap reinforcing steel bars, the two truss upper ribs are pre-embedded on the upper side of the end part of the precast beam along the length direction of the precast beam and are respectively positioned under the two second horizontal lap reinforcing steel bars, every two truss waist ribs and at least two transverse connecting reinforcing steel bars form a group, the two truss waist ribs of the same group are arranged along the left side and the right side in parallel at intervals, the upper ends of the two truss waist ribs of the same group are respectively and correspondingly bound and connected on the two truss upper ribs, the lower ends of the two truss waist ribs of the same group are respectively and correspondingly bound and connected on the two first horizontal lap reinforcing steel bars, one transverse connecting reinforcing steel bar of the same group is connected between the two truss upper ribs, the other transverse connecting reinforcing steel bar of the same group is connected, all the other transverse connection reinforcing bars of the same group are connected between the two truss waist bars at intervals from top to bottom respectively, the two truss waist bars of the same group, the transverse connection reinforcing bar at the top and the transverse connection reinforcing bar at the bottom surround a vertical rectangle, the middle part of the upper side of the inner side surface of the vertical steel plate is welded with two tie bars vertical to the vertical steel plate, and the outer end parts of the upper reinforcing bars of the two trusses are respectively welded with the inner end parts of the two tie bars.
7. The shear wall and frame column and concrete beam corbel mutual anchoring connection construction method according to claim 4, characterized in that: the end connecting frame is an inclined rectangular truss which is composed of two first horizontal lapping reinforcing steel bars and four truss waist reinforcing steel bars, the truss waist bars are arranged in a rectangular shape, the upper ends of the two truss waist bars on the left side are respectively bound and connected to the second horizontal lap bars on the left side, the lower ends of the two truss waist bars on the left side are respectively bound and connected to the first horizontal lap bars on the left side, the upper ends of the two truss waist bars on the right side are respectively bound and connected to the second horizontal lap bars on the right side, the lower ends of the two truss waist bars on the right side are respectively bound and connected to the first horizontal lap bars on the right side, each transverse connecting steel bar is respectively connected between the two truss waist bars on the left side and the two truss waist bars on the right side, and the two truss waist bars on the inner side and the two truss waist bars on the outer side are connected through a plurality of longitudinal connecting steel bars;
the upper part of the oblique rectangular truss is embedded in the precast beam, and the lower part of the oblique rectangular truss extends out of the end part of the precast beam.
8. The construction method for mutual anchoring connection of the shear wall, the frame column and the concrete beam bracket according to any one of claims 5 to 7, wherein the construction method comprises the following steps: the upper part rib and the waist rib of the truss are both profile steel or reinforcing steel.
9. The shear wall and frame column and concrete beam corbel mutual anchoring connection construction method according to claim 8, characterized in that: the step (3) is specifically as follows: the prefabricated beam is hoisted to the position between two opposite sections of shear walls and frame columns, the end parts of two first horizontal lapping reinforcing steel bars are lapped and supported on the upper surface of a horizontal steel plate and are welded together, the outer end parts of two second horizontal lapping reinforcing steel bars are respectively welded together with the inner end parts of two connecting ribs, and an end part connecting frame is lapped and fixed on a lower part connecting structure.
10. The mutual anchoring connection construction method of the shear wall, the frame column and the concrete beam bracket according to claim 9, characterized in that: the step (4) is specifically as follows: hoisting two truss floors to the left side and the right side of a precast beam, enabling adjacent sides of the two truss floors to be correspondingly lapped at the edges of the left side and the right side of the upper part of the precast beam respectively, enabling the lower corners in the truss structures at the adjacent sides of the two truss floors close to one side of the precast beam to penetrate through truss fixing ribs along the length direction of the precast beam, respectively binding and fixedly connecting the two truss fixing ribs with the rectangular stirrups, enabling the truss structures at the adjacent sides of the two truss floors and the upper part of the stirrup structure of the precast beam to be fixedly connected, additionally arranging a formwork outside the end part of the precast beam, enabling the end parts of the two first horizontal lapped reinforcements, the two connecting ribs, the end parts of the two second horizontal lapped reinforcements, the horizontal steel plate, the tie bars and the end part connecting frame to be positioned in a cavity formed by the formworks, and pouring concrete into the cavity formed by the formworks and a space between the two truss floors and the upper part of the precast beam, and pouring the end parts of the two first horizontal lap-joint reinforcing steel bars, the two connecting ribs, the two second horizontal lap-joint reinforcing steel bars, the horizontal steel plates, the end connecting frames, the upper parts of the rectangular stirrups, the truss structures on the adjacent sides of the two truss floors and the two truss fixing ribs in concrete, maintaining for a period of time, so that the end parts of the precast beams are poured and connected with the shear wall and the frame column, and simultaneously, the adjacent sides of the two truss floors are overlapped and poured and connected with the upper parts of the precast beams.
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