CN111576620A - Construction method for beam-column core area of stiffened concrete structure - Google Patents

Construction method for beam-column core area of stiffened concrete structure Download PDF

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Publication number
CN111576620A
CN111576620A CN202010562788.0A CN202010562788A CN111576620A CN 111576620 A CN111576620 A CN 111576620A CN 202010562788 A CN202010562788 A CN 202010562788A CN 111576620 A CN111576620 A CN 111576620A
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CN
China
Prior art keywords
steel
column
plates
plate
longitudinal
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Pending
Application number
CN202010562788.0A
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Chinese (zh)
Inventor
左乐
吴刚
谢福美
王善超
彭兵
田谍金
梁滔
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China Construction Fifth Engineering Bureau Co Ltd
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China Construction Fifth Engineering Bureau Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China Construction Fifth Engineering Bureau Co Ltd filed Critical China Construction Fifth Engineering Bureau Co Ltd
Priority to CN202010562788.0A priority Critical patent/CN111576620A/en
Publication of CN111576620A publication Critical patent/CN111576620A/en
Pending legal-status Critical Current

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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21Connections specially adapted therefor

Abstract

The invention discloses a construction method of a beam-column core area of a stiffened concrete structure, which comprises the following steps: deepening the design; processing, manufacturing and installing the section steel; connecting node area steel bars; mounting a side die; pouring concrete; curing the concrete; the beam-column core area of the stiff concrete structure comprises a section steel column, a section steel beam and a reinforcing assembly, wherein the section steel column and the section steel beam are vertically welded; the section steel column comprises a cross-shaped center column and fixing plates, the cross-shaped center column is provided with an extension piece with a cross-shaped cross section, the fixing plates are arranged on four end edges of the cross-shaped center column, and section steel beams are welded on the fixing plates; the section steel beam comprises two wing plates arranged in parallel and a web plate for connecting the two wing plates; the method carries out deepening design on the nodes of the rigid concrete frame, namely the core area of the beam column, and determines the connection mode; the main structure can be realized through the factory manufacturing of the section steel member and the connecting plate before construction, so that the on-site quick installation is completed, and the construction is convenient and fast; and the lap-bridge type steel bars are adopted for connection, so that the stress continuity of the steel bars in the core area is ensured.

Description

Construction method for beam-column core area of stiffened concrete structure
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a beam-column core area of a stiff concrete structure.
Background
The super high-rise or large-span building structure mostly adopts a steel and concrete combination form, particularly a structure with a larger beam-column section and a larger span, particularly profile steel of a structural core area is mutually staggered with dense column ribs and longitudinal and transverse beam ribs, and the construction is very difficult. The traditional method generally adopts the methods of ribbing and tapping on section steel, welding a straight thread sleeve, welding after opening a stirrup, adding an armpit on a concrete column and the like, and the structure of the section steel can be damaged, so that the rigidity of the section steel is weakened, the section size is increased, and the use function is influenced.
In view of the above-mentioned drawbacks, the inventors of the present invention have finally obtained the present invention through a long period of research and practice.
Disclosure of Invention
In order to solve the technical defects, the technical scheme adopted by the invention is that a construction method of a beam-column core area of a stiffened concrete structure is provided, and the construction method comprises the following steps:
s1, deepening design;
s2, processing, manufacturing and installing the section steel;
s3, connecting the node area steel bars;
s4, mounting a side die;
s5, pouring concrete;
s6, curing the concrete;
the beam-column core area of the stiff concrete structure comprises a section steel column, a section steel beam and a reinforcing assembly, wherein the section steel column and the section steel beam are vertically welded; the section steel column comprises a cross-shaped center column and fixing plates, the cross-shaped center column is provided with an extension piece with a cross-shaped cross section, the fixing plates are arranged on four end edges of the cross-shaped center column, and the section steel beams are welded on the fixing plates;
the section steel beam comprises two wing plates arranged in parallel and a web plate for connecting the two wing plates;
the reinforcing assembly comprises a first reinforcing plate arranged on the section steel column, a second reinforcing plate arranged on the section steel beam and a connecting plate for connecting the section steel column and the section steel beam.
Preferably, the second reinforcing plate is disposed between the two wing plates and is connected to both the wing plates and the web plate.
Preferably, the two connecting plates are arranged on two sides of the section steel beam, the connecting plates are arranged to be of a cross structure and comprise vertical portions, connecting portions and extending portions, the vertical portions, the connecting portions and the extending portions are all arranged to be flat plates, the vertical portions are vertically fixed on the wing plates and are connected with the section steel beam, the fixing plates are arranged in parallel, the connecting portions are connected with the vertical portions and the fixing plates, and the extending portions are fixedly arranged on the vertical portions.
Preferably, the extension portion and the connecting portion are arranged on the same plane, the extension portion and the connecting portion are respectively arranged on two sides of the fixing plate, the connecting portion is simultaneously vertically connected with the vertical portion and the fixing plate, the vertical portion and the second reinforcing plate are arranged on the same plane, and the first reinforcing plate and the wing plate are arranged on the same plane.
Preferably, the steel bars on the section steel beam comprise first beam longitudinal steel bars positioned at the upper side and the lower side of the section steel beam, second beam longitudinal steel bars positioned at the left side and the right side of the section steel beam, and third beam longitudinal steel bars positioned at four corners of the cross section of the section steel beam; the first beam longitudinal steel bars are arranged in a single-row straight line, and the end parts of the first beam longitudinal steel bars are welded on the vertical part at the connecting position of the section steel column and the section steel beam and are welded with the upper end face of the extending part into a whole in a double-sided welding mode.
Preferably, the second beam longitudinal steel bars are arranged in a single-row straight line, and the relative positions of the second beam longitudinal steel bars are fixed through the first tie bars; first drawknot muscle one end is buckled and is used for right for colluding the form second roof beam longitudinal reinforcement carries out the joint fixed, the other end of first drawknot muscle buckle for right angle form and with the web welding.
Preferably, the third beam longitudinal steel bars are arranged in a multi-row linear mode, the relative positions of the third beam longitudinal steel bars are fixed through the second tie bars, the two ends of each second tie bar are bent to be hook-shaped, and the two ends of each second tie bar are connected with the two rows of the third beam longitudinal steel bars on the same vertical face or the same horizontal face in a clamping mode respectively and are fixed.
Preferably, the reinforcing bars on the section steel column include column longitudinal reinforcing bars, the column longitudinal reinforcing bars are broken at the connecting position of the section steel column and the section steel beam, and the end of the first beam longitudinal reinforcing bar is welded on the extending part and is welded with the end face of the vertical part into a whole in a double-sided welding mode.
Preferably, the steel bars on the section steel column further comprise an outer closed hoop and an inner octagonal hoop, the outer closed hoop is an annular structure sleeved outside the longitudinal steel bars of the column and penetrates through the section steel beam through a web plate through hole to form an integrated structure, and the web plate through hole is formed in one side, far away from the section steel column, of the second reinforcing plate; the inner octagonal hoop is arranged in a tailor-welding mode, the inner octagonal hoop at the connecting position between the section steel column and the section steel beam is disconnected, and the end parts formed by the disconnection of the inner octagonal hoop are welded and fixed on the two second reinforcing plates respectively.
Preferably, in step S4, the formwork support of shaped steel roof beam includes middle part bracing piece and bottom sprag pole, the middle part bracing piece is a plurality of counter-pulling screw rods that set up in pairs, the bottom sprag pole sets up to step tightly, be provided with the connecting piece on the web, the tip of counter-pulling screw rod passes through the connecting piece is fixed to be set up on the web, the connecting piece is including two L templates that the symmetry set up, the width size of L template is greater than the diameter size of counter-pulling screw rod, the one end welding of L template is in on the web, the other end with the welding of counter-pulling screw rod, the tip setting of counter-pulling screw rod is two between the L template.
Compared with the prior art, the invention has the beneficial effects that: the invention carries out deepening design on the nodes of the rigid concrete frame, namely the core area of the beam column, determines the connection mode and effectively guides construction; the main structure of the invention can be realized by factory manufacturing of the section steel member and the connecting plate before construction, thereby completing on-site quick installation, being convenient and fast to construct and improving the work efficiency; through the steel bar connecting plate, adopt bridging formula steel bar connection, guaranteed the continuity of nuclear core area reinforcing bar atress.
Drawings
Fig. 1 is a flowchart of a construction method of the beam-column core region of the stiff concrete structure;
fig. 2 is a front view of a connection structure of the section steel columns and the section steel beams;
fig. 3 is a top view of the connection structure of the section steel columns and the section steel beams;
FIG. 4 is a schematic view of the arrangement of the steel bars of the section steel beam;
FIG. 5 is a reinforcing bar arrangement diagram of the connection plate;
fig. 6 is a schematic view of arrangement of reinforcing steel bars of the section steel column;
FIG. 7 is a schematic view of the arrangement of the formworks of the section steel beam;
fig. 8 is a schematic view of a formwork fixing structure of the section steel beam.
The figures in the drawings represent:
1-section steel column; 2-section steel beams; 3-a first stiffener; 4-a second stiffener plate; 5-connecting plates; 6-middle support bar; 7-bottom support bar; 8-side template; 9-L type plate; 11-a cross king post; 12-a fixing plate; 13-column longitudinal rebar; 14-an outer sealing hoop; 15-inner octagonal hoop; 21-wing plate; 22-a web; 23-web perforation; 24-first beam longitudinal rebar; 25-second beam longitudinal rebar; 26-third beam longitudinal reinforcement; 27-a first lacing wire; 28-a second lacing wire; 51-a vertical portion; 52-a connecting part; 53-an extension; 54-reinforcement.
Detailed Description
The above and further features and advantages of the present invention are described in more detail below with reference to the accompanying drawings.
Example one
As shown in fig. 1, fig. 1 is a flow chart of a construction method of a beam-column core region of the stiff concrete structure; the construction method of the beam-column core area of the stiffened concrete structure comprises the following steps:
s1, deepening design;
s2, processing, manufacturing and installing the section steel;
s3, connecting the node area steel bars;
s4, mounting a side die;
s5, pouring concrete;
and S6, curing the concrete.
Specifically, in step S1, a modeling technique is adopted to determine a node reinforcement processing mode of the stiff concrete frame, a node big sample is drawn for each connection point of the steel reinforced concrete beam and column structure, and bending and anchoring conditions of longitudinal reinforcements of the node, the number of holes formed in the stirrup web, and the arrangement positions of the connecting plates are planned in advance.
As shown in fig. 2 and 3, fig. 2 is a front view of a connection structure of the section steel column and the section steel beam; fig. 3 is a top view of the connection structure of the section steel columns and the section steel beams; the beam column core area of the stiff concrete structure comprises a section steel column 1 and a section steel beam 2, and the section steel column 1 and the section steel beam 2 are vertically welded. The section steel column 1 includes a cross center pillar 11 and a fixing plate 12, the cross center pillar 11 is provided as an extension of a cross-shaped cross section, and is generally formed in a cross structure by welding two side plates on the same line on a main plate, the fixing plate 12 is provided on four end edges of the cross center pillar 11, and the section steel beams 2 are welded on the fixing plate 12.
The section steel beam 2 is arranged by adopting H-shaped steel and comprises two wing plates 21 arranged in parallel and a web plate 22 for connecting the two wing plates 21, and generally, the width of the fixing plate 12 is not less than that of the wing plates 21.
In order to ensure the connection effect of the section steel beam 2 and the section steel beam 1, the beam-column core area of the stiff concrete structure further comprises a reinforcing component, wherein the reinforcing component comprises a first reinforcing plate 3 arranged on the section steel beam 1, a second reinforcing plate 4 arranged on the section steel beam 2 and a connecting plate 5 connected with the section steel beam 1 and the section steel beam 2.
The first reinforcing plates 3 are arranged in a groove formed among the main flat plate, the side flat plates and the fixing plate 12 and are simultaneously connected with the main flat plate, the side flat plates and the fixing plate 12, generally, 4 reinforcing plates 3 are uniformly distributed on the same plane in an annular manner, the overall structural strength of the section steel column 1 can be enhanced through the first reinforcing plates 3, and meanwhile, at least two first reinforcing plates 3 are arranged at the connecting position of the section steel beam 2 and the section steel column 1 so as to meet the requirement of bearing stress at the connecting position.
The second reinforcing plates 4 are disposed between the two wing plates 21 and are connected to the two wing plates 21 and the web 22, and generally, the two second reinforcing plates 4 are symmetrically disposed on the same section steel beam 2, so that the overall structural strength of the section steel beam 2 can be enhanced by the second reinforcing plates 4.
The two connecting plates 5 are arranged on two sides of the section steel beam 2, and the connecting plates 5 are of a cross structure. Specifically, the connecting plate 5 includes a vertical portion 51, a connecting portion 52 and an extending portion 53, the vertical portion 51, the connecting portion 52 and the extending portion 53 are all configured as flat plates, the vertical portion 51 is vertically fixed on the wing plate 21 and is parallel to the fixing plate 12 connected to the section steel beam 2, the connecting portion 52 connects the vertical portion 51 and the fixing plate 12, and the extending portion 53 is fixedly disposed on the vertical portion 51.
Generally, the extension portion 53 and the connection portion 52 are disposed on the same plane, the extension portion 53 and the connection portion 52 are disposed on both sides of the fixing plate 12, and the connection portion 52 is perpendicularly connected to the vertical portion 51 and the fixing plate 12. The vertical portion 51 and the second reinforcing plate 4 are disposed on the same plane. The first reinforcing plate 3 and the wing plate 21 are disposed on the same plane.
Preferably, a reinforcement portion 54 may be disposed between the extension portion 53 and the wing plate 21 according to a distance between the extension portion 53 and the wing plate 21, and the reinforcement portion 54 is perpendicularly connected to the extension portion 53, the wing plate 21, and the vertical portion 51 at the same time.
Through the structural arrangement of the reinforcing component, the connection strength of the section steel beam 2 and the section steel column 1 can be effectively enhanced, so that the structural strength of the building after construction is ensured.
Typically, a web aperture 23 is also provided in the web 22, which web aperture 23 is provided on the side of the second reinforcing plate 4 facing away from the section strut 1.
In step S3, after the section steel beams 2 and the section steel columns 1 are installed in place, the reinforcing steel bars on the section steel beams 2 and the section steel columns 1 are bound, connected, and anchored.
As shown in fig. 4, fig. 4 is a schematic view illustrating arrangement of reinforcing bars of the section steel beam; specifically, the reinforcing steel bars on the section steel beam 2 comprise first beam longitudinal reinforcing steel bars 24 located on the upper side and the lower side of the section steel beam 2, second beam longitudinal reinforcing steel bars 25 located on the left side and the right side of the section steel beam 2, and third beam longitudinal reinforcing steel bars 26 located at four corners of the cross section of the section steel beam 2.
The first beam longitudinal reinforcements 24 are arranged in a single-row straight line, and the end parts of the first beam longitudinal reinforcements 24 are welded to the vertical parts 51 at the connecting positions of the section steel columns 1 and the section steel beams 2 and are integrally welded to the upper end surfaces of the extending parts 53 on the double sides.
The second beam longitudinal steel bars 25 are also arranged in a single-row straight line, and the relative position is fixed through the first tie bars 27. First drawknot muscle 27 one end is buckled and is used for right for colluding the form second roof beam longitudinal reinforcement 25 carries out the joint fixed, first drawknot muscle 27 other end buckle for right angle form and with web 22 welds, and welding length is double-side welded 5d, thereby avoids trompil on the web 22.
The third beam longitudinal reinforcements 26 are arranged in a plurality of rows in a linear arrangement, and the relative positions of the third beam longitudinal reinforcements are fixed through second tie reinforcements 28. The two ends of the second tie bar 28 are bent to be hook-shaped, and the two ends of the second tie bar 28 are respectively clamped and fixed to the two rows of the third beam longitudinal steel bars 26 on the same vertical surface or the same horizontal surface.
As shown in fig. 5, fig. 5 is a reinforcing bar arrangement diagram of the connection plate; the steel bars on the section steel column 1 comprise column longitudinal steel bars 13, outer closed hoops 14 and inner octagonal hoops 15, and the column longitudinal steel bars 13 are broken at the connecting position of the section steel column 1 and the section steel beam 2. Specifically, the end of the first beam longitudinal reinforcement 24 is welded to the extension portion 53 and integrally welded to the end surface of the vertical portion 51 on both sides, and the welding length to the end surface of the vertical portion 51 is 5d on both sides.
As shown in fig. 6, fig. 6 is a schematic view illustrating arrangement of reinforcing bars of the section steel column; the outer closed hoop 14 is an annular structure sleeved outside the column longitudinal steel bar 13 and penetrates through the web plate through hole 23 to form an integrated structure through the section steel beam 2.
Interior eight hoops 15 adopt the mode setting of tailor-welding, it is specific the shaped steel post 1 with the position of being connected between the shaped steel roof beam 2 interior eight hoops 15 disconnection, just interior eight hoops 15 disconnection formed tip welded fastening respectively on two on the second reinforcing plate 4, welding length is double-sided welding 5 d.
The steel bar on the section steel column 2 and the section steel column 1 is arranged at the connecting position between the section steel column 1 and the section steel beam 2, and through the corresponding arrangement of the reinforcing component on the size position, part of the steel bar is disconnected and welded on the reinforcing component, so that the perforation and penetration on the section steel beam 2 and the section steel column 1 are avoided, meanwhile, the stable setting strength of the steel bar can be ensured, and the stress of the steel bar in the core area is continuous.
In step S4, the section bar 1 and the section steel beam 2 are concreted in a subsequent process by installing a formwork. For the pouring of the section steel beam 2, in order to avoid that the structural strength of the section steel is affected by reserving a through hole for arranging a template support on the web plate 22, in the invention, the template support comprises a middle support rod 6 and a bottom support rod 7, as shown in fig. 7, and fig. 7 is a schematic diagram of the template arrangement of the section steel beam; the middle support rod 6 is a plurality of oppositely-pulling screw rods which are arranged in pairs, and the bottom support rod 7 is arranged to be tight in steps, so that the two symmetrically-arranged side templates 8 can be fixed.
As shown in fig. 8, fig. 8 is a schematic view of a formwork fixing structure of the structural steel beam. Preferably, a connecting piece is arranged on the web plate 22, and the end part of the counter-pulling screw rod is fixedly arranged on the web plate 22 through the connecting piece. The connecting piece is including two L templates 9 that the symmetry set up, the width dimension of L template 9 slightly is greater than the diameter size to the screw rod, the one end welding of L template 9 is in on the web 22, the other end with to the screw rod welding of pulling, the tip setting of screw rod of pulling is two between the L template 9. Generally, the welding length between the split screw and the L-shaped plate is 100mm, the welding length between the L-shaped plate 9 and the web plate 22 is 50mm, and at least 3 pairs of split screws are arranged on the cross section of the section steel beam 2.
In step S5, the beam-column core area of the stiff concrete structure is made of self-compacting concrete, and the lower edge of the wing plate 21 of the section steel beam 2 and the connection position of the reinforcement member are not easily filled up, so that casting and vibration should be emphasized.
In the pouring process, the vibration duration time cannot be too long, and generally the vibration time of each vibration point does not exceed 3 seconds. External auxiliary vibration measures are required to be implemented, for example, rubber hammers are used for knocking side molds and bottom molds of the beam, particularly, the four corners of the column are knocked more, so that whether concrete pouring is compact or not can be checked, and air bubbles in the concrete can be removed conveniently. When the node is poured on the plane steel surface, the node is paved slightly higher than the steel surface, and is slightly vibrated, so that concrete slurry is filled in the internal corner positions of the flange plate 21 and the web plate 22 of the section steel beam 2, and then the node is poured to the elevation of the normal beam surface. And curing the concrete member immediately after the pouring is finished.
The foregoing is merely a preferred embodiment of the invention, which is intended to be illustrative and not limiting. It will be understood by those skilled in the art that various changes, modifications and equivalents may be made therein without departing from the spirit and scope of the invention as defined in the appended claims.

Claims (10)

1. A construction method of a beam-column core area of a stiff concrete structure is characterized by comprising the following steps:
s1, deepening design;
s2, processing, manufacturing and installing the section steel;
s3, connecting the node area steel bars;
s4, mounting a side die;
s5, pouring concrete;
s6, curing the concrete;
the beam-column core area of the stiff concrete structure comprises a section steel column, a section steel beam and a reinforcing assembly, wherein the section steel column and the section steel beam are vertically welded; the section steel column comprises a cross-shaped center column and fixing plates, the cross-shaped center column is provided with an extension piece with a cross-shaped cross section, the fixing plates are arranged on four end edges of the cross-shaped center column, and the section steel beams are welded on the fixing plates;
the section steel beam comprises two wing plates arranged in parallel and a web plate for connecting the two wing plates;
the reinforcing assembly comprises a first reinforcing plate arranged on the section steel column, a second reinforcing plate arranged on the section steel beam and a connecting plate for connecting the section steel column and the section steel beam.
2. A method of constructing a beam-column core region of a stiff concrete structure according to claim 1, wherein said second reinforcement plate is provided between said wing plates and is connected to both said wing plates and said web plate.
3. A construction method of a beam-column core region of a stiff concrete structure according to claim 2, wherein two connection plates are provided at both sides of the section steel beam, and the connection plates are provided in a cross-shaped structure, the connection plates include vertical portions, connection portions, and extension portions, the vertical portions, the connection portions, and the extension portions are provided as flat plates, the vertical portions are vertically fixed to the wing plates and are provided in parallel with the fixing plates connected to the section steel beam, the connection portions connect the vertical portions and the fixing plates, and the extension portions are fixedly provided at the vertical portions.
4. A construction method of a beam-column core region of a stiff concrete structure according to claim 3, wherein the extension parts and the connection parts are provided on the same plane, and the extension parts and the connection parts are provided at both sides of the fixing plate, respectively, the connection parts are vertically connected to the vertical parts and the fixing plate at the same time, the vertical parts and the second reinforcing plate are provided on the same plane, and the first reinforcing plate and the wing plate are provided on the same plane.
5. A construction method of a beam-column core region of a stiff concrete structure according to claim 3, wherein the reinforcing bars of the section steel beams include first beam longitudinal reinforcing bars located at upper and lower sides of the section steel beams, second beam longitudinal reinforcing bars located at left and right sides of the section steel beams, and third beam longitudinal reinforcing bars located at four corners of the cross-section of the section steel beams; the first beam longitudinal steel bars are arranged in a single-row straight line, and the end parts of the first beam longitudinal steel bars are welded on the vertical part at the connecting position of the section steel column and the section steel beam and are welded with the upper end face of the extending part into a whole in a double-sided welding mode.
6. A construction method for a beam-column core region of a stiff concrete structure according to claim 5, wherein the second beam longitudinal reinforcements are arranged in a single row in a straight line, and the relative positions are fixed by the first tie reinforcements; first drawknot muscle one end is buckled and is used for right for colluding the form second roof beam longitudinal reinforcement carries out the joint fixed, the other end of first drawknot muscle buckle for right angle form and with the web welding.
7. A construction method for a beam-column core area of a stiff concrete structure according to claim 5, wherein the third beam longitudinal rebars are arranged in a plurality of rows in a straight line, and are fixed in relative positions by second tie bars, both ends of the second tie bars are bent into hook shapes, and both ends of the second tie bars are respectively fastened and fixed to two rows of the third beam longitudinal rebars on the same vertical plane or the same horizontal plane.
8. A construction method of a beam-column core region of a stiff concrete structure according to claim 3, wherein the reinforcement on the section steel column includes column longitudinal reinforcement, the column longitudinal reinforcement is broken at the connection position of the section steel column and the section steel beam, and the end of the first beam longitudinal reinforcement is welded to the extension and is integrally double-side welded to the end surface of the vertical portion.
9. A construction method for a beam-column core region of a stiff concrete structure according to claim 8, wherein the reinforcing bars on the section steel columns further comprise outer closed hoops and inner octagonal hoops, the outer closed hoops are annular structures which are sleeved outside the longitudinal reinforcing bars of the columns and penetrate the section steel beams through web penetrating holes to form an integrated structure, and the web penetrating holes are formed in one side of the second reinforcing plate, which is far away from the section steel columns; the inner octagonal hoop is arranged in a tailor-welding mode, the inner octagonal hoop at the connecting position between the section steel column and the section steel beam is disconnected, and the end parts formed by the disconnection of the inner octagonal hoop are welded and fixed on the two second reinforcing plates respectively.
10. A method for constructing a beam-column core region of a stiff concrete structure according to claim 1, wherein in step S4, the formwork support of the steel section beam comprises a middle support bar and a bottom support bar, the middle support bar is a plurality of tie rods arranged in pairs, the bottom support bar is arranged to be tightened in steps, the web is provided with a connecting member, the ends of the tie rods are fixedly arranged on the web through the connecting member, the connecting member comprises two L-shaped plates arranged symmetrically, the width dimension of the L-shaped plates is greater than the diameter dimension of the tie rods, one end of each L-shaped plate is welded on the web, the other end of each L-shaped plate is welded with the tie rods, and the ends of the tie rods are arranged between the two L-shaped plates.
CN202010562788.0A 2020-06-18 2020-06-18 Construction method for beam-column core area of stiffened concrete structure Pending CN111576620A (en)

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Application Number Priority Date Filing Date Title
CN202010562788.0A CN111576620A (en) 2020-06-18 2020-06-18 Construction method for beam-column core area of stiffened concrete structure

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Application Number Priority Date Filing Date Title
CN202010562788.0A CN111576620A (en) 2020-06-18 2020-06-18 Construction method for beam-column core area of stiffened concrete structure

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Publication Number Publication Date
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113323136A (en) * 2021-06-11 2021-08-31 上海宝冶集团有限公司 Stiffness frame beam column joint structure based on Tekla and construction method

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113323136A (en) * 2021-06-11 2021-08-31 上海宝冶集团有限公司 Stiffness frame beam column joint structure based on Tekla and construction method

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