CN115354759A - Connecting joint of prefabricated steel reinforced concrete column and prefabricated reinforced concrete beam and construction method - Google Patents
Connecting joint of prefabricated steel reinforced concrete column and prefabricated reinforced concrete beam and construction method Download PDFInfo
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- CN115354759A CN115354759A CN202210883873.6A CN202210883873A CN115354759A CN 115354759 A CN115354759 A CN 115354759A CN 202210883873 A CN202210883873 A CN 202210883873A CN 115354759 A CN115354759 A CN 115354759A
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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
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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
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/36—Columns; Pillars; Struts of materials not covered by groups E04C3/32 or E04C3/34; of a combination of two or more materials
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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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/025—Structures with concrete columns
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Abstract
A prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam connection node and a construction method thereof comprise a prefabricated steel reinforced concrete column, a prefabricated reinforced concrete beam, a beam column node structure and a beam cast-in-place concrete layer; the prefabricated steel reinforced concrete column comprises a core column, concrete on the upper part of the column and concrete on the lower part of the column; the core column is arranged along the height through length of the column, and column vertical steel bars are arranged on the outer side of the core column; the concrete at the upper part of the column wraps the outer sides of the upper parts of the core column and the column vertical reinforcing steel bars; an upper stirrup is arranged in the concrete at the upper part of the column; the concrete at the lower part of the column is wrapped at the outer sides of the lower parts of the core column and the vertical steel bars of the column; a lower stirrup is arranged in concrete at the lower part of the column; the prefabricated reinforced concrete beam comprises a prefabricated concrete beam, a beam bottom outer longitudinal rib, a beam bottom inner longitudinal rib and a beam hoop rib; the beam-column joint structure comprises a first joint plate, a second joint plate, a joint lower steel bar and joint concrete; the invention solves the technical problems that the longitudinal bar of the traditional precast reinforced concrete beam is difficult to extend into the steel reinforced concrete column for welding, and the longitudinal bar can not be screwed into the sleeve and is difficult to realize connection.
Description
Technical Field
The invention belongs to the technical field of constructional engineering, and particularly relates to a connecting joint of a prefabricated steel reinforced concrete column and a prefabricated reinforced concrete beam and a construction method.
Background
The components of the prefabricated structure are industrialized, and the processing quality is easy to ensure; the manufacturing is not influenced by severe weather such as wind and snow, day and night time and the like, and the construction speed is high; the template consumption is less; the using amount of concrete and steel is accurately controlled, waste is less, and the concrete and steel building construction method is a low-carbon and environment-friendly building construction mode, so that the concrete and steel building construction method is strongly supported and strongly popularized by national policies. The prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam frame structure is an important form of a prefabricated assembly type structure, the earthquake-resistant bearing capacity and the ductility of the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam frame structure are higher than those of the prefabricated assembly type reinforced concrete structure, the manufacturing cost of the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam frame structure is lower than that of the assembly type reinforced concrete structure, and the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam frame structure is a prefabricated structure form with development potential. The national standard drawing, section 04G523, pages 38 to 41 of the combined structure of steel reinforced concrete, provides several ways for connecting or anchoring a steel reinforced concrete column and a concrete beam longitudinal bar: 1. the beam longitudinal bars are welded with steel brackets at the edges of the steel rib columns; 2. the beam longitudinal bars are connected with sleeves welded on the steel rib columns; 3. the beam longitudinal bars penetrate through the openings of the webs of the steel rib columns; 4. the beam longitudinal bar is wound around the steel rib column side. If the connecting modes are directly applied to the prefabricated steel reinforced concrete column building, technical difficulties exist: for the mode 1, when the cast-in-place steel reinforced column is adopted, the welding and binding of the beam longitudinal bars are firstly carried out, and then the column steel bars are bound, so that the construction can be carried out, but for the prefabricated column, the column steel bars are bound, and the beam longitudinal bars are difficult to extend into the column for welding; as for the mode 2, as the precast beam steel bars are poured together with concrete and cannot rotate or translate, the steel bars are difficult to realize by adopting sleeve connection; for the mode 3, when the section is larger, the beam longitudinal bars can conveniently pass through the holes in the web plates of the steel rib columns, but for the steel ribs with small sections, the holes have large influence on the bearing capacity of the steel rib columns, and the mode is not suitable for use; in the mode 4, the beam longitudinal bars are best to bypass the steel column side for stress, but the width of the beam is limited, and when the number of the beam longitudinal bars is more than four, the beam longitudinal bars cannot completely bypass the steel column side directly. Therefore, the existing connecting joints are feasible when the steel pipe concrete column with a large section is connected with the reinforced concrete beam and the beam column adopts cast-in-place concrete, but are not suitable for a small-section steel reinforced concrete column with a column length or a diameter of a core column of not more than 400mm when a frame is adopted during the prefabrication of the column and the beam. National patent CN104831818A discloses a connected node of precast reinforced concrete roof beam and coincide post, and this kind of connected node adopts "the roof beam to indulge the tip of muscle and buries in the post outsourcing concrete and with beam column connecting piece is connected fixedly", "beam column connecting piece is for fixing the outside of post steel pipe and around the link plate of post steel pipe, the muscle welding is indulged to the roof beam on the link plate", or "the beam column connecting piece is for fixing the sleeve connector in the outside of post steel pipe, the muscle mechanical connection is indulged to the roof beam is in on the sleeve connector. When the connecting ring plates are adopted for welding, because the longitudinal steel bars and the stirrups of the columns are arranged in the superposed columns, the longitudinal steel bars of the prefabricated reinforced concrete beam are difficult to extend into the columns for welding; when the sleeve connector is adopted, the sleeve connector fixed on the outer side of the column steel pipe and the longitudinal steel bar of the precast reinforced concrete beam cannot rotate, so that the longitudinal steel bar of the beam cannot be screwed into the sleeve, and the connection is difficult to realize.
Disclosure of Invention
The invention aims to provide a prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam connecting node and a construction method, and aims to solve the technical problems that the longitudinal bar of the traditional prefabricated reinforced concrete beam is particularly difficult to extend into the prefabricated steel reinforced concrete column for welding, the longitudinal bar cannot be screwed into a sleeve, and the connection is difficult to realize.
In order to achieve the purpose, the invention adopts the following technical scheme.
A prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam connecting node comprises a prefabricated steel reinforced concrete column, a prefabricated reinforced concrete beam and a beam column node structure; the beam cast-in-place concrete layer is also included; the prefabricated steel reinforced concrete column comprises a core column, concrete on the upper part of the column and concrete on the lower part of the column; the core column is arranged along the height through length of the column, and column vertical steel bars are arranged on the outer side of the core column at intervals along the circumferential direction; the concrete at the upper part of the column is wrapped at the outer sides of the upper parts of the core column and the column vertical steel bar; upper stirrups are arranged in the concrete at the upper part of the column and positioned at the outer sides of the group of vertical steel bars of the column at intervals along the vertical direction; the lower concrete of the column wraps the outer sides of the lower parts of the core column and the column vertical reinforcing steel bars, and a space is reserved between the lower concrete of the column and the upper concrete of the column; lower stirrups are arranged in the concrete at the lower part of the column and positioned at the outer sides of the group of vertical steel bars of the column at intervals along the vertical direction; the prefabricated reinforced concrete beam comprises a prefabricated concrete beam, a beam bottom outer longitudinal rib, a beam bottom inner longitudinal rib and a beam hoop rib; the precast concrete beam is horizontally arranged between the concrete at the lower part of the column and the concrete at the upper part of the column, the top surface of the precast concrete beam is lower than the bottom surface of the concrete at the upper part of the column, and the bottom surface of the precast concrete beam is higher than the top surface of the concrete at the lower part of the column; a space is reserved between the end part of the prefabricated concrete beam and the side surface of the corresponding side of the prefabricated steel reinforced concrete column; the two to six beam bottom outer longitudinal ribs are respectively arranged at the lower part of the prefabricated concrete beam and the positions close to the two sides of the prefabricated concrete beam, and the end parts of the beam bottom outer longitudinal ribs exceed the end surface of the prefabricated concrete beam and extend into the space between the prefabricated concrete beam and the prefabricated steel reinforced concrete column; two to four beam bottom inner longitudinal bars are arranged between the beam bottom outer longitudinal bars at intervals, and one end of each beam bottom inner longitudinal bar close to the prefabricated steel reinforced concrete column does not exceed the outside of the prefabricated concrete beam; the beam stirrups are arranged in a group at intervals along the long axial direction of the precast concrete beam, and the top surfaces of the beam stirrups exceed the top surfaces of the precast concrete beam; the beam-column joint structure comprises a first joint plate, a second joint plate, a joint lower steel bar and joint concrete; the first gusset plate is vertically arranged between the concrete at the lower part of the column and the concrete at the upper part of the column, one end of the first gusset plate is fixedly connected with the core column, and the other end of the first gusset plate is close to the end part of the precast concrete beam; the second gusset plate is arranged at the end part of the precast concrete beam, one end of the second gusset plate is embedded in the precast concrete beam and connected with the longitudinal rib at the inner side of the beam bottom, and the other end of the second gusset plate exceeds the precast concrete beam and is connected with the first gusset plate; the first gusset plate and the second gusset plate are both in an inverted T shape; an annular plate is arranged on the core column at a position corresponding to the horizontal edge of the first node plate; the horizontal edge of the first gusset plate is fixedly connected with the annular plate; the lower node steel bars are arranged between the lower part concrete of the column and the upper part concrete of the column and are positioned below the annular plate; the end part of the lower steel bar of the node exceeds the side surface of the corresponding side of the prefabricated steel reinforced concrete column and is correspondingly connected with the outer longitudinal bar of the beam bottom; the beam cast-in-place concrete layer is poured on the top of the prefabricated concrete beam, and the top surface of the beam cast-in-place concrete layer is flush with the bottom surface of the concrete on the upper part of the column; beam top main reinforcements are arranged at intervals in the beam cast-in-place concrete layer and close to the top surface; the end part of the beam top main reinforcement close to one side of the prefabricated steel reinforced concrete column extends into a space between the concrete at the lower part of the column and the concrete at the upper part of the column; the node concrete is poured between the lower concrete of the column and the upper concrete of the column and the end parts of the prefabricated concrete beam and the beam cast-in-place concrete layer, and the node concrete and the beam cast-in-place concrete layer are integrally formed.
Preferably, when the prefabricated steel reinforced concrete column is a side column, the prefabricated reinforced concrete beam is arranged on one side of the prefabricated steel reinforced concrete column; the lower node steel bar is U-shaped, and two ends of the lower node steel bar are respectively connected with the outer longitudinal bar of the beam bottom; the beam top longitudinal ribs extend into the node concrete for anchoring; the core column penetrates through the lower steel bars of the nodes and the main steel bars of the beam top.
Preferably, when the prefabricated steel reinforced concrete column is a center column, the prefabricated steel reinforced concrete beams are arranged on the left side and the right side of the prefabricated steel reinforced concrete column; the lower node steel bars are in a straight line shape and are arranged on the front side and the rear side of the core column; two ends of the lower steel bar of each node are respectively connected with the outer longitudinal bars at the beam bottom of the prefabricated reinforced concrete beam on the left side and the right side; the beam top main reinforcement is arranged in the beam cast-in-place concrete layers and the node concrete on two sides of the prefabricated steel reinforced concrete column in a full length mode.
Preferably, a cast-in-place floor slab is poured on the side surface of the beam cast-in-place concrete layer; the cast-in-place floor slabs and the beam cast-in-place concrete layer are integrally poured, and in the cast-in-place floor slabs on the two sides, the height positions corresponding to the beam top main ribs are provided with in-slab beam ribs; the plate inner beam rib is arranged in the cast-in-place floor slab with the width not larger than twice of the thickness of the cast-in-place floor slab, and one end of the plate inner beam rib, which is close to the prefabricated steel reinforced concrete column, is bent downwards and anchored in the node concrete.
Preferably, the core column is a circular steel tube concrete column or a rectangular steel tube concrete column or a cross-shaped steel column or an H-shaped steel column.
Preferably, the lower reinforcing steel bar of the node is connected with the outer longitudinal bar of the beam bottom through a reinforcing steel bar connecting joint; the steel bar connecting joint is a threaded connecting sleeve joint or an extruding sleeve joint or a welding joint or a grouting sleeve joint.
Preferably, the distance between the end part of the prefabricated concrete beam and the prefabricated steel reinforced concrete column is 200mm to 1.5 times of the beam height of the prefabricated reinforced concrete beam.
Preferably, the diameter or side length of the core column is 100-400 mm; the diameter or side length of the prefabricated steel reinforced concrete column is 350-800 mm.
A construction method of a connection node of a prefabricated steel reinforced concrete column and a prefabricated reinforced concrete beam comprises the following steps.
Step one, constructing a prefabricated steel reinforced concrete column: and manufacturing a core column, binding vertical steel bars, upper stirrups and lower stirrups of the column outside the core column, and then pouring concrete on the upper part of the column and concrete on the lower part of the column.
Step two, constructing a prefabricated reinforced concrete beam: binding the outer longitudinal bar at the bottom of the beam, the inner longitudinal bar at the bottom of the beam and the beam stirrup, connecting the second gusset plate, and then constructing the concrete of the prefabricated reinforced concrete beam.
And step three, vertically installing the prefabricated steel reinforced concrete column and horizontally installing the prefabricated reinforced concrete beam.
And step four, firmly connecting the first gusset plate and the second gusset plate to complete the positioning of the prefabricated reinforced concrete beam.
And fifthly, mounting the lower node steel bars, and connecting the lower node steel bars with the outer longitudinal bars of the beam bottom.
And step six, mounting the beam top main rib.
And step seven, pouring the node concrete and beam cast-in-place concrete layer to complete the whole construction of the connection node of the prefabricated steel reinforced concrete column and the prefabricated reinforced concrete beam.
Preferably, when the beam top main reinforcement is arranged in the sixth step, the plate inner beam reinforcement is simultaneously arranged in the cast-in-place floor slab on the side surface of the beam cast-in-place concrete layer, and one end, located in the node concrete, of the plate inner beam reinforcement is bent downwards to form the hook.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. According to the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam connecting node, the core column longitudinally penetrates through the node at the node, so that the bearing capacity is higher than that of the core node of a conventional reinforced concrete frame column, the anti-seismic ductility is good, and the anti-seismic safety of the structure is greatly improved; in addition, the first node plate and the second node plate are respectively arranged on the core column and the precast reinforced concrete beam and then are connected on site, so that the problem that the middle reinforcing steel bar at the bottom of the beam collides with the core column in position is solved, the positioning is accurate, the construction is simple, the installation speed of the precast beam can be greatly accelerated, and the technical problems that the longitudinal bar of the traditional precast reinforced concrete beam is difficult to extend into the column for welding, the longitudinal bar cannot be screwed into the sleeve, and the connection is difficult to realize are solved.
2. The beam bottom outer longitudinal bar penetrates through the beam column joint, and compared with the conventional method that steel stiffening plates are arranged in the joint for welding construction, the beam bottom outer longitudinal bar is simple in construction and reliable in stress; and the in-slab beam ribs are arranged on the outer side of the beam near the floor slab, so that the problem that the reinforcing steel bars on the beam collide with the core column is successfully solved.
3. The invention is not only suitable for the concrete-filled steel tube core column, but also suitable for the section steel core column, has wide application range and has good engineering application value.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic view of a connection node when the prefabricated steel reinforced concrete column is a side column.
Fig. 2 is a horizontal sectional view of a connection node at the outer longitudinal rib of the bottom and the inner longitudinal rib of the bottom in the present invention.
Fig. 3 is a horizontal sectional view of a connection node at a main bar of a girder top according to the present invention.
Fig. 4 is a longitudinal sectional view of the precast reinforced concrete girder according to the present invention.
Fig. 5 is a cross-sectional view of the core column of the present invention when the column is a round steel pipe concrete.
Fig. 6 is a schematic view of a connection node when the prefabricated steel-reinforced concrete column is a center column according to the present invention.
Fig. 7 is a sectional view of a column in which a core column is square steel pipe concrete according to the present invention.
FIG. 8 is a cross-sectional view of the core column of the present invention, which is a cross steel rib.
FIG. 9 is a cross-sectional view of the core column of the present invention, which is an H-type steel rib.
Reference numerals: 1-prefabricated steel reinforced concrete column, 1.1-column lower concrete, 1.2-column upper concrete, 1.3-nuclear core column, 1.4-column vertical steel bar, 1.5-lower hoop steel bar, 1.6-upper hoop steel bar, 2-prefabricated reinforced concrete beam, 2.1-prefabricated concrete beam, 2.2-beam bottom outer longitudinal steel bar, 2.3-beam bottom inner longitudinal steel bar, 2.4-beam hoop steel bar, 3-beam column node structure, 3.1-node lower steel bar, 3.2-first node plate, 3.3-second node plate, 3.4-node concrete, 4-beam cast-in-situ concrete layer, 5-annular plate, 6-beam top main steel bar, 7-cast-in-situ floor slab, 8-plate inner beam steel bar and 9-steel bar connecting joint.
Detailed Description
As shown in fig. 1-9, the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam connection node comprises a prefabricated steel reinforced concrete column 1, a prefabricated reinforced concrete beam 2 and a beam column node structure 3; the beam cast-in-place concrete layer 4 is also included; the prefabricated steel reinforced concrete column 1 comprises a core column 1.3, concrete 1.2 on the upper part of the column and concrete 1.1 on the lower part of the column; the core column 1.3 is arranged along the height through length of the column, and column vertical steel bars 1.4 are arranged on the outer side of the core column 1.3 at intervals along the annular direction; the upper concrete 1.2 of the column is wrapped on the outer sides of the upper parts of the core column 1.3 and the column vertical steel bars 1.4; upper stirrups 1.6 are vertically arranged in the upper concrete 1.2 of the column and positioned at intervals outside the group of vertical steel bars 1.4 of the column; the lower concrete 1.1 of the column is wrapped on the outer sides of the lower parts of the core column 1.3 and the column vertical steel bars 1.4, and a space is reserved between the lower concrete 1.1 of the column and the upper concrete 1.2 of the column; lower stirrups 1.5 are vertically arranged in the lower concrete 1.1 of the column and positioned at intervals outside the group of vertical steel bars 1.4 of the column; because the core column 1.3 is communicated at the beam column node, the bearing capacity and the ductility of the node are much higher than those of the beam column node of the conventional reinforced concrete column, and the node is very favorable for resisting earthquake; therefore, the core column 1.3 strengthens the connection integrity of the concrete 1.1 at the lower part of the column and the concrete 1.2 at the upper part of the column, and facilitates the integral hoisting of the column.
The precast reinforced concrete beam 2 comprises a precast concrete beam 2.1, a beam bottom outer longitudinal bar 2.2, a beam bottom inner longitudinal bar 2.3 and a beam stirrup 2.4; the precast concrete beam 2.1 is horizontally arranged between the lower concrete 1.1 of the column and the upper concrete 1.2 of the column, the top surface of the precast concrete beam 2.1 is lower than the bottom surface of the upper concrete 1.2 of the column, and the bottom surface of the precast concrete beam 2.1 is higher than the top surface of the lower concrete 1.1 of the column; a space is reserved between the end part of the prefabricated concrete beam 2.1 and the side surface of the corresponding side of the prefabricated steel reinforced concrete column 1; the two to six beam bottom outer longitudinal bars 2.2 can be adopted according to calculation and are respectively arranged at the lower part of the precast concrete beam 2.1 and the positions close to the two sides of the precast concrete beam 2.1, and the end part of the beam bottom outer longitudinal bar 2.2 exceeds the end surface of the precast concrete beam 2.1 and extends into the space between the precast concrete beam 2.1 and the precast steel reinforced concrete column 1; two to four beam bottom inner side longitudinal bars 2.3 can be adopted according to calculation and are arranged between the beam bottom outer longitudinal bars 2.2, and one end of the beam bottom inner side longitudinal bar 2.3 close to the prefabricated steel reinforced concrete column 1 does not exceed the prefabricated concrete beam 2.1; the beam stirrups 2.4 are arranged in a group at intervals along the long axis direction of the precast concrete beam 2.1, and the top surfaces of the beam stirrups 2.4 exceed the top surface of the precast concrete beam 2.1;
the beam-column joint structure 3 comprises a first joint plate 3.2, a second joint plate 3.3, a joint lower steel bar 3.1 and joint concrete 3.4; the first gusset plate 3.2 is vertically arranged between the lower concrete 1.1 of the column and the upper concrete 1.2 of the column, one end of the first gusset plate 3.2 is fixedly connected with the core column 1.3, and the other end of the first gusset plate 3.2 is close to the end part of the prefabricated concrete beam 2.1; the second gusset plate 3.3 is arranged at the end part of the precast concrete beam 2.1, one end of the second gusset plate 3.3 is embedded in the precast concrete beam 2.1 and connected with the longitudinal rib 2.3 at the inner side of the beam bottom, and the other end of the second gusset plate 3.3 exceeds the precast concrete beam 2.1 and is connected with the first gusset plate 3.2; the first gusset plate 3.2 and the second gusset plate 3.3 are both in an inverted T shape; an annular plate 5 is arranged on the core column 1.3 and corresponds to the horizontal edge of the first gusset plate 3.2; the horizontal edge of the first gusset plate 3.2 is fixedly connected with the annular plate 5; the lower node steel bar 3.1 is arranged between the lower column concrete 1.1 and the upper column concrete 1.2 and is positioned below the annular plate 5; the end part of the lower steel bar 3.1 of the node exceeds the side surface of the corresponding side of the prefabricated steel reinforced concrete column 1 and is correspondingly connected with the outer longitudinal bar 2.2 of the beam bottom; the beam cast-in-place concrete layer 4 is poured on the top of the prefabricated concrete beam 2.1, and the top surface of the beam cast-in-place concrete layer 4 is flush with the bottom surface of the concrete 1.2 on the upper part of the column; beam top main ribs 6 are arranged in the beam cast-in-place concrete layer 4 and close to the top surface at intervals; the end part of the beam top main reinforcement 6 close to one side of the prefabricated steel reinforced concrete column 1 extends into the node concrete 3.4; the beam stirrup 2.4 is hooped at the outer sides of the beam top main rib 6, the beam bottom outer longitudinal rib 2.2 and the beam bottom inner longitudinal rib 2.3.
In this embodiment, first gusset plate 3.2 and second gusset plate 3.3 all are the T shape of invering, reduce a gusset plate than traditional H shaped steel bracket, and the bracket cross-section is little, with the steel volume significantly reduced, and the economic nature is better.
The node concrete 3.4 is poured between the lower concrete 1.1 of the column and the upper concrete 1.2 of the column and the end parts of the prefabricated concrete beam 2.1 and the beam cast-in-place concrete layer 4, and the node concrete 3.4 and the beam cast-in-place concrete layer 4 are integrally formed.
In the embodiment, the core column 1.3 is positioned in the center of the prefabricated steel reinforced concrete column 1; and the lower stirrup 1.5 and the upper stirrup 1.6 are respectively fixedly connected with the vertical steel bar 1.4 of the column.
In this embodiment, when the prefabricated steel reinforced concrete column 1 is a side column, the prefabricated reinforced concrete beam 2 is disposed at one side of the prefabricated steel reinforced concrete column 1; the lower node steel bar 3.1 is U-shaped, and two ends of the lower node steel bar 3.1 are respectively connected with the outer longitudinal bar 2.2 of the beam bottom; the beam top longitudinal ribs 6 extend into the node concrete 3.4 for anchoring, and can be anchored by adopting the traditional downward bending anchoring or end anchor plate anchoring, and preferably can also be anchored by adopting a U-shaped bypass core column 1.3 as shown in figure 3; the core column 1.3 penetrates through the lower node steel bar 3.1 and the beam top main steel bar 6; the end part of the U-shaped lower node reinforcing steel bar 3.1 bypasses the core column 1.3, so that the anchoring reliability of the lower node reinforcing steel bar 3.1 is greatly enhanced, and the local concrete broken beam reinforcing steel bar cannot be easily pulled off even if the node is in a super-large earthquake, and a key guarantee effect is played on the main body. The mode that the outer longitudinal bar 2.2 of the beam bottom is connected with the lower reinforcing bar 3.1 of the node and the core column 1.3 is directly communicated and bypassed in the prefabricated steel reinforced concrete column 1 is adopted, so that the stress is reliable, the construction is easy, and the manufacturing cost is saved.
In the embodiment, the beam bottom outer longitudinal rib 2.2 is connected with the lower node steel bar 3.1, extends into the prefabricated steel reinforced concrete column 1 and is anchored by bypassing the core column 1.3, and the beam bottom inner longitudinal rib 2.3 is connected with the second node plate 3.3 and is connected and anchored with the first node plate 3.2 in the prefabricated steel reinforced concrete column 1; therefore, the difficult problems that when the span of the precast reinforced concrete beam 2 is large, the longitudinal bars at the beam bottom extend into beam column nodes, the number of the longitudinal bars is too large, and the steel bars are difficult to anchor can be solved.
In this embodiment, when the prefabricated steel reinforced concrete column 1 is a center column, the prefabricated steel reinforced concrete beams 2 are disposed on the left and right sides of the prefabricated steel reinforced concrete column 1; the lower node steel bars 3.1 are in a straight line shape and are arranged on the front side and the rear side of the core column 1.3; two ends of a lower steel bar 3.1 of each node are respectively connected with outer longitudinal bars 2.2 at the beam bottoms of the prefabricated reinforced concrete beams 2 at the left side and the right side; the beam top main reinforcement 6 is arranged in the beam cast-in-place concrete layer 4 and the node concrete 3.4 at two sides of the prefabricated steel reinforced concrete column 1 in a full length mode.
In the embodiment, a cast-in-place floor slab 7 is poured on the side surface of the beam cast-in-place concrete layer 4; the cast-in-place floor slabs 7 and the beam cast-in-place concrete layer 4 are integrally cast, and in the cast-in-place floor slabs 7 on the two sides, plate inner beam ribs 8 are arranged at the positions corresponding to the height positions of the beam top main ribs 6; the plate inner beam rib 8 is the rest part of the beam top main rib 6 subtracted from the area of the beam upper rib obtained through calculation, the plate inner beam rib 8 and the beam top main rib 6 together bear the beam support hogging moment, the plate inner beam rib 8 is arranged in a cast-in-place floor slab 7 with the width not more than twice the thickness of the cast-in-place floor slab 7, and one end, close to the prefabricated steel reinforced concrete column 1, of the plate inner beam rib 8 is bent downwards and anchored in node concrete 3.4; the in-slab beam rib 8 is arranged in the cast-in-situ floor 7 outside the beam cast-in-situ concrete layer 4, so that the space is fully utilized, the anchoring problem of the steel bars on the prefabricated concrete beam in the prefabricated steel reinforced concrete column is solved ingeniously, the problem that more beam top main ribs 6 are arranged to collide with the core column 1.3 is avoided, meanwhile, the distance between the beam top main ribs 6 is increased, the problem that the beam top main ribs 6 are too dense is effectively prevented, the pouring of concrete is facilitated, and the engineering quality is improved.
In the embodiment, the core column 1.3 is a circular steel tube concrete column, a rectangular steel tube concrete column, a cross-shaped steel column or an H-shaped steel column; the advantage that the core stem 1.3 adopts the circular steel tube concrete column is because the circular steel tube has the hoop effect to the concrete, and can adopt high-strength concrete in the steel pipe, therefore the bearing capacity of core stem 1.3 is very high, is favorable to improving the bearing capacity of prefabricated reinforcing bar concrete column 1, perhaps reduces the post cross-section. The core column 1.3 adopts the rectangular concrete-filled steel tube column, and compared with the circular concrete-filled steel tube column, the length of the 1.3 side of the core column with the same area is smaller than the diameter of the circular tube, so that the arrangement and the communication of the lower reinforcing steel bar 3.1 of the node and the main reinforcing steel bar 6 of the beam top in the node are more facilitated. The core column 1.3 adopts the cross-shaped steel column or the H-shaped steel column which has smaller bearing capacity than the concrete-filled steel tube column, but the construction process is much simpler, and the method is a good structural mode for the column with small bearing capacity.
In the embodiment, the lower node steel bar 3.1 is connected with the outer beam bottom longitudinal bar 2.2 through a steel bar connecting joint 9; the steel bar connecting joint 9 is a threaded connecting sleeve joint or an extruding sleeve joint or a welding joint or a grouting sleeve joint. Compared with the conventional mode that the lower node steel bar 3.1 directly extends into the node concrete 3.4 for anchoring, the invention has the advantages that the lower node steel bar 3.1 and the outer beam bottom longitudinal bar 2.2 are disconnected firstly and then connected, and particularly, a threaded sleeve or an extrusion sleeve is adopted for connection, so that the construction is very convenient and the connection speed is high; compared with the traditional method of welding all the beam longitudinal bars on the H-shaped steel bracket, the method greatly reduces the on-site welding workload, and therefore, the economical efficiency is good.
In this embodiment, the distance between the end of the precast concrete beam 2.1 and the precast steel reinforced concrete column 1 is 200mm to 1.5 times the beam height of the precast reinforced concrete beam 2. One section is reserved at the end of the prefabricated concrete beam 2.1 and cast-in-place is adopted, and installation and connection spaces are reserved mainly for connection of the first gusset plate 3.2 and the second gusset plate 3.3 and construction of the lower reinforcing steel bar 3.1 of the gusset.
In the embodiment, the diameter or the side length of the core column 1.3 is 100-400 mm; the diameter or side length of the prefabricated steel reinforced concrete column 1 is 350-800 mm; the diameter or side length of the core column 1.3 of the invention is not too large, otherwise the steel bar 3.1 under the node is difficult to pass through and bypass the core column 1.3, and the diameter or side length range of the prefabricated steel reinforced concrete column 1 is 350-800 mm, thus meeting most engineering requirements.
In this embodiment, a group of the bottom inner longitudinal ribs 2.3 are evenly distributed on two sides of the second gusset plate 3.3, and the end portions of the bottom inner longitudinal ribs 2.3 are lapped on the bottom edge of the second gusset plate 3.3 and are welded to the second gusset plate 3.3.
In this embodiment, the second gusset plate 3.3 and the first gusset plate 3.2 are butt-welded to each other.
Of course, in other embodiments, a connecting plate and a bolt may be used to connect the second gusset plate 3.3 and the first gusset plate 3.2; the connecting plate has two, arranges respectively in second gusset plate 3.3 and first gusset plate 3.2's both sides, and the one end and the second gusset plate 3.3 of connecting plate adopt bolted connection, and the other end and the first gusset plate 3.2 of connecting plate adopt bolted connection. The second gusset plate 3.3 and the first gusset plate 3.2 can also adopt or be welded and connected with a bolt in a mixed way, and the webs of the first gusset plate 3.2 and the second gusset plate 3.3 are connected by the bolt, so that the construction speed is high; the flanges of the first gusset plate 3.2 and the second gusset plate 3.3 are welded, so that the bearing capacity is high, the rigidity is moderate, and the mode is good. The three connection modes can accurately position the prefabricated concrete beam 2.1 quickly, just like installing a steel structure beam, and have high construction speed and reliable quality.
In this embodiment, the end of the vertical edge of the first gusset plate 3.2 near one side of the core leg 1.3 exceeds the end of the horizontal edge of the first gusset plate 3.2, and one end of the vertical edge of the first gusset plate 3.2 near the core leg 1.3 is welded to the side wall of the core leg 1.3 and the annular plate 5.
The construction method of the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam connecting joint comprises the following steps.
Step one, constructing a prefabricated steel reinforced concrete column 1: the core column 1.3 is manufactured, column vertical steel bars 1.4, upper stirrups 1.6 and lower stirrups 1.5 are bound outside the core column 1.3, and then column upper concrete 1.2 and column lower concrete 1.1 are poured.
Step two, constructing a prefabricated reinforced concrete beam 2: and binding the beam bottom outer longitudinal rib 2.2, the beam bottom inner longitudinal rib 2.3 and the beam stirrup 2.4, connecting the second gusset plate 3.3, and then constructing the concrete of the precast reinforced concrete beam 2.
And step three, vertically installing the prefabricated steel reinforced concrete column 1, and horizontally installing the prefabricated reinforced concrete beam 2.
And step four, firmly connecting the first node plate 3.2 with the second node plate 3.3 to complete the positioning of the precast reinforced concrete beam 2.
And fifthly, installing the lower node steel bar 3.1, and connecting the lower node steel bar 3.1 with the outer beam bottom longitudinal bar 2.2.
And step six, mounting the beam top main rib 6.
And seventhly, pouring node concrete 3.4 and a beam cast-in-place concrete layer 4 to complete the whole construction of the connection node of the prefabricated steel reinforced concrete column and the prefabricated reinforced concrete beam.
In this embodiment, when the beam top main reinforcement 6 is arranged in the sixth step, the in-slab beam reinforcement 8 is simultaneously arranged in the cast-in-place floor slab 7 on the side surface of the beam cast-in-place concrete layer 4, and one end of the in-slab beam reinforcement 8 located in the node concrete 3.4 is bent downward to form a hook.
In this embodiment, the first gusset plate 3.2 and the second gusset plate 3.3 are both made of steel plates.
In this embodiment, also can only indulge muscle 2.2 outside the breast, inboard muscle 2.3, the beam stirrup 2.4 of indulging of breast inboard with the precast concrete beam 2.4 prefabricate when step two construction precast reinforced concrete beam 2, change precast concrete beam 2.1 into cast in situ concrete, the benefit of design like this is that construction speed is fast, and hoist and mount are convenient, are a cost very sparingly, the prefabrication mode that construction speed is very fast.
The above embodiments are not intended to be exhaustive or to limit the invention to other embodiments, and the above embodiments are intended to illustrate the invention and not to limit the scope of the invention, and all applications that can be modified from the invention are within the scope of the invention.
Claims (10)
1. A prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam connecting node comprises a prefabricated steel reinforced concrete column (1), a prefabricated reinforced concrete beam (2) and a beam column node structure (3); the method is characterized in that: the device also comprises a beam cast-in-place concrete layer (4); the prefabricated steel reinforced concrete column (1) comprises a core column (1.3), concrete (1.2) on the upper part of the column and concrete (1.1) on the lower part of the column; the core column (1.3) is arranged along the column height through length, and column vertical steel bars (1.4) are arranged on the outer side of the core column (1.3) at intervals along the circumferential direction; the concrete (1.2) at the upper part of the column is wrapped at the outer sides of the upper parts of the core column (1.3) and the column vertical steel bar (1.4); upper stirrups (1.6) are arranged in the upper concrete (1.2) of the column and positioned at the outer sides of the group of vertical steel bars (1.4) of the column at intervals along the vertical direction; the lower concrete (1.1) of the column is wrapped on the outer sides of the lower parts of the core column (1.3) and the column vertical steel bars (1.4), and a space is reserved between the lower concrete (1.1) of the column and the upper concrete (1.2) of the column; lower stirrups (1.5) are arranged in the concrete (1.1) at the lower part of the column and positioned at the outer sides of the group of vertical steel bars (1.4) of the column at intervals along the vertical direction; the precast reinforced concrete beam (2) comprises a precast concrete beam (2.1), a beam bottom outer longitudinal rib (2.2), a beam bottom inner longitudinal rib (2.3) and a beam hoop rib (2.4); the precast concrete beam (2.1) is horizontally arranged between the lower concrete (1.1) and the upper concrete (1.2) of the column, the top surface of the precast concrete beam (2.1) is lower than the bottom surface of the upper concrete (1.2) of the column, and the bottom surface of the precast concrete beam (2.1) is higher than the top surface of the lower concrete (1.1) of the column; a space is reserved between the end part of the prefabricated concrete beam (2.1) and the side surface of the corresponding side of the prefabricated steel reinforced concrete column (1); two to six outer longitudinal bars (2.2) are arranged at the lower part of the prefabricated concrete beam (2.1) and close to the two sides of the prefabricated concrete beam (2.1), and the end part of the outer longitudinal bar (2.2) exceeds the end surface of the prefabricated concrete beam (2.1) and extends into the space between the prefabricated concrete beam (2.1) and the prefabricated steel reinforced concrete column (1); two to four beam bottom inner side longitudinal bars (2.3) are arranged between the beam bottom outer longitudinal bars (2.2) at intervals, and one end of each beam bottom inner side longitudinal bar (2.3) close to the prefabricated steel reinforced concrete column (1) does not exceed the outside of the prefabricated concrete beam (2.1); the beam stirrups (2.4) are provided with a group and are arranged at intervals along the long axial direction of the precast concrete beam (2.1), and the top surfaces of the beam stirrups (2.4) exceed the top surface of the precast concrete beam (2.1); the beam-column joint structure (3) comprises a first joint plate (3.2), a second joint plate (3.3), a joint lower steel bar (3.1) and joint concrete (3.4); the first gusset plate (3.2) is vertically arranged between the concrete (1.1) at the lower part of the column and the concrete (1.2) at the upper part of the column, one end of the first gusset plate (3.2) is fixedly connected with the core column (1.3), and the other end of the first gusset plate (3.2) is close to the end part of the prefabricated concrete beam (2.1); the second gusset plate (3.3) is arranged at the end part of the precast concrete beam (2.1), one end of the second gusset plate (3.3) is embedded in the precast concrete beam (2.1) and connected with the longitudinal rib (2.3) at the inner side of the beam bottom, and the other end of the second gusset plate (3.3) exceeds the precast concrete beam (2.1) and is connected with the first gusset plate (3.2); the first gusset plate (3.2) and the second gusset plate (3.3) are both in an inverted T shape; an annular plate (5) is arranged on the core column (1.3) at a position corresponding to the horizontal edge of the first gusset plate (3.2); the horizontal edge of the first gusset plate (3.2) is fixedly connected with the annular plate (5); the lower node steel bars (3.1) are arranged at positions between the lower column concrete (1.1) and the upper column concrete (1.2) and below the annular plate (5); the end part of the lower node steel bar (3.1) exceeds the side surface of the corresponding side of the prefabricated steel reinforced concrete column (1) and is correspondingly connected with the outer longitudinal bar (2.2) of the beam bottom; the beam cast-in-place concrete layer (4) is poured on the top of the prefabricated concrete beam (2.1), and the top surface of the beam cast-in-place concrete layer (4) is flush with the bottom surface of the concrete (1.2) on the upper part of the column; beam top main ribs (6) are arranged in the beam cast-in-place concrete layer (4) and close to the top surface at intervals; the end part of the beam top main reinforcement (6) close to one side of the prefabricated steel reinforced concrete column (1) extends into the space between the concrete (1.1) at the lower part of the column and the concrete (1.2) at the upper part of the column; the node concrete (3.4) is poured between the concrete (1.1) at the lower part of the column and the concrete (1.2) at the upper part of the column and the end parts of the precast concrete beam (2.1) and the beam cast-in-place concrete layer (4), and the node concrete (3.4) and the beam cast-in-place concrete layer (4) are integrally formed.
2. The connection node of the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam according to claim 1, which is characterized in that: when the prefabricated steel reinforced concrete column (1) is a side column, the prefabricated reinforced concrete beam (2) is arranged on one side of the prefabricated steel reinforced concrete column (1); the lower node steel bar (3.1) is U-shaped, and two ends of the lower node steel bar (3.1) are respectively connected with the outer longitudinal bar (2.2) of the beam bottom; the beam top longitudinal bar (6) extends into the joint concrete (3.4) for anchoring; the core column (1.3) penetrates through the lower node steel bar (3.1) and the main beam top steel bar (6).
3. The joint of the prefabricated steel reinforced concrete column-prefabricated steel reinforced concrete beam as claimed in claim 1, wherein: when the prefabricated steel reinforced concrete column (1) is a center column, the prefabricated reinforced concrete beams (2) are arranged at the left side and the right side of the prefabricated steel reinforced concrete column (1); the lower node steel bars (3.1) are in a straight line shape and are arranged on the front side and the rear side of the core column (1.3); two ends of the lower steel bar (3.1) of each node are respectively connected with the outer longitudinal bars (2.2) at the beam bottom of the prefabricated reinforced concrete beams (2) at the left side and the right side; the beam top main reinforcement (6) is arranged in the beam cast-in-place concrete layer (4) and the node concrete (3.4) at two sides of the prefabricated steel reinforced concrete column (1) in a through manner.
4. The joint of the prefabricated steel reinforced concrete column-prefabricated steel reinforced concrete beam as claimed in claim 1, wherein: cast-in-place floor slabs (7) are respectively poured on the side surfaces of the beam cast-in-place concrete layers (4); the cast-in-place floor slab (7) and the beam cast-in-place concrete layer (4) are integrally cast, and in the cast-in-place floor slabs (7) on the two sides, the beam ribs (8) in the slab are arranged at the height positions corresponding to the beam top main ribs (6); the plate inner beam rib (8) is arranged in the cast-in-place floor slab (7) with the width not larger than twice the thickness of the cast-in-place floor slab (7), and one end of the plate inner beam rib (8) close to the prefabricated steel reinforced concrete column (1) is bent downwards and anchored in the node concrete (3.4).
5. The connection node of the prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam according to claim 1, which is characterized in that: the core column (1.3) is a circular steel tube concrete column or a rectangular steel tube concrete column or a cross-shaped steel column or an H-shaped steel column.
6. The joint of the prefabricated steel reinforced concrete column-prefabricated steel reinforced concrete beam as claimed in claim 1, wherein: the lower node steel bar (3.1) is connected with the outer longitudinal bar (2.2) of the beam bottom through a steel bar connecting joint (9); the steel bar connecting joint (9) is a threaded connecting sleeve joint or an extruding sleeve joint or a welding joint or a grouting sleeve joint.
7. The joint of the prefabricated steel reinforced concrete column-prefabricated steel reinforced concrete beam as claimed in claim 1, wherein: the distance between the end part of the prefabricated concrete beam (2.1) and the prefabricated steel reinforced concrete column (1) is 200mm to 1.5 times of the beam height of the prefabricated reinforced concrete beam (2).
8. The joint of the prefabricated steel reinforced concrete column-prefabricated steel reinforced concrete beam as claimed in claim 1, wherein: the diameter or side length of the core column (1.3) is 100-400 mm; the diameter or the side length of the prefabricated steel reinforced concrete column (1) is 350-800 mm.
9. A construction method of a connection node of a prefabricated steel reinforced concrete column-prefabricated reinforced concrete beam as claimed in any one of claims 1-8, comprising the steps of:
step one, constructing a prefabricated steel reinforced concrete column (1): manufacturing a core column (1.3), binding a column vertical steel bar (1.4), an upper stirrup (1.6) and a lower stirrup (1.5) outside the core column (1.3), and then pouring column upper concrete (1.2) and column lower concrete (1.1);
step two, constructing the prefabricated reinforced concrete beam (2): binding a beam bottom outer longitudinal bar (2.2), a beam bottom inner longitudinal bar (2.3) and a beam hoop bar (2.4), connecting a second gusset plate (3.3), and then constructing concrete of the prefabricated reinforced concrete beam (2);
vertically installing a prefabricated steel reinforced concrete column (1) and horizontally installing a prefabricated reinforced concrete beam (2);
step four, firmly connecting the first gusset plate (3.2) and the second gusset plate (3.3) to complete the positioning of the precast reinforced concrete beam (2);
fifthly, mounting a node lower steel bar (3.1), and connecting the node lower steel bar (3.1) with the beam bottom outer longitudinal bar (2.2);
sixthly, mounting a beam top main rib (6);
and seventhly, pouring node concrete (3.4) and a beam cast-in-place concrete layer (4) to finish the whole construction of the connection node of the prefabricated steel reinforced concrete column and the prefabricated reinforced concrete beam.
10. The construction method of the joint of the prefabricated steel reinforced concrete column and the prefabricated reinforced concrete beam as recited in claim 9, wherein: and when arranging the beam top main reinforcement (6) in the sixth step, arranging the plate inner beam reinforcement (8) in the cast-in-place floor (7) on the side surface of the beam cast-in-place concrete layer (4) at the same time, and bending one end, located in the node concrete (3.4), of the plate inner beam reinforcement (8) downwards to form a hook.
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| CN108625477A (en) * | 2018-03-22 | 2018-10-09 | 武汉理工大学 | A kind of assembled beam-column node and its construction method |
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| JPH11210077A (en) * | 1998-01-28 | 1999-08-03 | Shimizu Corp | Joint construction between cft column and rc beam |
| CN101845850A (en) * | 2010-06-22 | 2010-09-29 | 中国建筑第二工程局有限公司 | Strengthening concrete frame structure and construction method thereof |
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