CN115653121A - Construction method of beam end haunched steel reinforced concrete beam-column joint - Google Patents
Construction method of beam end haunched steel reinforced concrete beam-column joint Download PDFInfo
- Publication number
- CN115653121A CN115653121A CN202210830324.2A CN202210830324A CN115653121A CN 115653121 A CN115653121 A CN 115653121A CN 202210830324 A CN202210830324 A CN 202210830324A CN 115653121 A CN115653121 A CN 115653121A
- Authority
- CN
- China
- Prior art keywords
- steel
- column
- anchorable
- shaped steel
- ribs
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
The invention belongs to the technical field of constructional engineering, and relates to a construction method of a beam-end haunched section steel concrete beam column node, wherein short longitudinal ribs which cannot anchor a beam are distributed along the upper flange and the lower flange of H-shaped steel in the beam, and the end parts of the short longitudinal ribs which cannot anchor the beam extend into a section steel concrete column and cannot be anchored with the H-shaped steel in the column; the number of the short longitudinal ribs of the non-anchorable beam is the same as that of the lap ribs of the through node area in the beam, and the lap ribs of the through node area in the beam are in one-to-one correspondence with the lap ribs of the through node area in the beam; the problem of in the past at shaped steel concrete beam column node because the reinforcing bar of node connection too much that the interference of reinforcing bar edge of a steel skeleton and reinforcing bar intensive distribution lead to can't effectively take root the anchor is solved.
Description
Technical Field
The invention belongs to the technical field of constructional engineering, and relates to a construction method of a beam end haunched steel reinforced concrete beam column node.
Background
In order to ensure the welding quality of steel structural members, main steel structural members in the connection node structure of the steel reinforced concrete structure center column and the steel reinforced concrete beam need to be processed and manufactured in a factory in advance, and then are installed on the site, so that the welding workload on the site is reduced as much as possible to ensure the engineering quality. Such as: welding the flange of the section steel column with the steel bracket; welding a steel sleeve on the flange plate of the section steel column; the steel web of the section steel column is provided with a hole for penetrating the steel bar. And other steel structures such as lap plates, stiffening ribs, studs and the like are connected and constructed by accurate lofting welding in a factory after steel structure deepening design is required. The welding of a large number of steel structures adopts factory advanced processing and manufacturing, so that the construction is accurate, the quality is reliable, and the method is a construction method generally adopted at present.
At present, the connection node of the center pillar and the steel reinforced concrete beam of the treated steel reinforced concrete structure mainly has the following three connection modes: 1. arranging a steel corbel on the column middle-section steel flange plate and welding the steel corbel with a Liang Zong steel bar which cannot be penetrated; 2. arranging a steel sleeve connector on the column middle section steel flange plate to be connected with Liang Zong steel bars; 3. the method is characterized in that holes are formed in the middle-sized steel web plates of the columns, and the beam longitudinal bars are connected in a penetrating mode by bypassing the column-shaped steel flanges, and are described in the existing national standard drawing set ' arrangement rule of the steel bars for the construction of the steel-concrete structure and the detailed structural drawing ' 12SG904-1 '.
However, at the beam-column node in the steel reinforced concrete structure, not only the connection of the steel ribs in the beam-column but also the longitudinal and transverse connection of the steel bars of the beam-column are adopted, so that not only are the crossing and the concentration intensive, but also when the blocking of the steel rib flanges exists, the steel bars in the beam are difficult to root and anchor in the column, and the steel bar anchoring in some beams cannot be constructed according to the node structure required by the map set. For the node position of the section steel beam column, because the steel bars are densely arranged and the space is narrow, the steel rib flanges and the densely distributed steel bars in the frame column are not easy to be connected with the beam longitudinal bars, so that the connection space is insufficient, and the steel rib flanges and the densely distributed steel bars cause that the connection of the node steel bars is very difficult. The problems of steel bar connection and rooting and anchoring at the positions are difficult to solve according to the prior art, so that the safety and reliability of the whole structure are influenced.
Therefore, there is a need for a steel reinforced concrete beam-column joint capable of performing steel bar connection and rooting anchoring under the conditions of steel rib flanges, densely distributed steel bars and insufficient space, so as to solve the problem.
Disclosure of Invention
The technical scheme adopted by the invention for solving the technical problem is as follows: a construction method of a beam end haunched steel reinforced concrete beam column node comprises the following steps:
the method comprises the following steps: when a profile steel concrete column and a profile steel concrete beam are constructed, firstly, selecting H-shaped steel in the column, column longitudinal ribs, H-shaped steel in the beam, anchorable beam short longitudinal ribs, a through node area lap joint rib in the beam, an upper stirrup and a hoop according to design requirements;
step two: erecting a support frame body, erecting a scaffold and a profile steel reinforcing column meeting the requirements according to a design drawing, and then fixing H-shaped steel in a connecting column, H-shaped steel in a beam and column longitudinal ribs;
step three: erecting a beam bottom template, and erecting the bottom template at the bottom position of the steel reinforced concrete beam according to a design drawing;
step four: simultaneously laying anchorable beam short longitudinal ribs which need to be fixed on flanges of H-shaped steel in the column and anchorable beam short longitudinal ribs which cannot be fixed on flanges of H-shaped steel in the column in the beam in a space between the upper part of the supported bottom template and the lower part of the H-shaped steel in the beam, and simultaneously laying anchorable beam short longitudinal ribs which need to be fixed on flanges of H-shaped steel in the column and anchorable beam short longitudinal ribs which cannot be fixed on flanges of H-shaped steel in the column in the beam above the H-shaped steel in the beam; one end of the anchorable beam short longitudinal rib is fixedly connected with the flange of the H-shaped steel in the connecting column, the other end of the anchorable beam short longitudinal rib extends towards the opposite direction of the node along the length direction of the H-shaped steel in the beam, one end of the anchorable beam short longitudinal rib cannot extend into the steel concrete column and cannot be anchored with the H-shaped steel in the column, and the other end of the anchorable beam short longitudinal rib cannot extend towards the opposite direction of the node along the length direction of the H-shaped steel in the beam;
step five: arranging a through node area lap joint rib in the beam in a space between the upper part of the supported bottom template and the lower part of the H-shaped steel in the beam, arranging a through node area lap joint rib in the beam above the H-shaped steel in the beam, wherein the end part of one end, close to a node, of the through node area lap joint rib in the beam extends into the position of the section steel concrete column and is flush with the outer wall of the section steel concrete column, and simultaneously meets the requirement of anchoring length; the beam middle through node area lap ribs of the beam middle through node areas in the beam are uniformly arranged in a beam flange area, the width of the upper and lower haunches of the flange section is controlled to be as small as possible, the width of one side of the upper flange of the beam is controlled not to exceed the thickness of a cast-in-place plate, and the beam middle through node area lap ribs placed in the beam middle through node area lap ribs can bypass the blocking of the flange of the H-shaped steel in the column;
step six: the method comprises the following steps that a plurality of rectangular hoops are arranged on H-shaped steel in a beam in a surrounding mode, the hoops and rectangular hoops in a normal beam are distributed in a staggered mode, anchorable beam short longitudinal ribs and anchorable beam short longitudinal ribs at the upper flange of the H-shaped steel in the beam and through node area lap-joint ribs in the beam are tightly hooped inside the upper ribs of the hoops by the hoops, anchorable beam short longitudinal ribs and anchorable beam short longitudinal ribs at the lower flange of the H-shaped steel in the beam and through node area lap-joint ribs in the beam are tightly hooped inside the lower ribs of the hoops by the hoops;
step seven: erecting beam side formworks, and erecting the side formworks at the two sides of the steel reinforced concrete beam according to a design drawing;
step eight: pouring the steel reinforced concrete beam: when concrete is poured, the pouring is carried out from one side of the steel reinforced concrete beam, and after the concrete on the other side overflows from the bottom of the H-shaped steel in the beam, the pouring is carried out simultaneously from two sides.
Preferably, in the seventh step, the steel reinforced concrete beam is sequentially divided into a first beam section, a second beam section and a third beam section from the node to the far end along the length direction, the width of the first beam section is greater than that of the third beam section, the width of the third beam section is equal to the original width of the steel reinforced concrete beam, the width of the second beam section is in smooth transition from the width of the first beam section to the width of the third beam section, and the first beam section includes the welding section.
Preferably, in the fourth step, the horizontal position of the short longitudinal bar of the anchorable beam and the horizontal position of the longitudinal bar of the column are staggered and spaced.
Preferably, in the fourth step, the connection mode of the flange of the H-shaped steel in the fixed connection column at one end of the short longitudinal rib of the anchorable beam is connected by a steel sleeve connector.
Preferably, in the fifth step, the short longitudinal rib of the upper flange which cannot be anchored and the welding point of the lap rib of the through node area in the beam are welded side by side to form a bundle, and the short longitudinal rib of the lower flange which cannot be anchored and the welding point of the lap rib of the through node area in the beam are welded side by side to form a bundle.
Preferably, in the fifth step, the welding length of the welding section is not less than 10 times of the diameter of the short longitudinal bar of the beam which cannot be anchored.
Preferably, after the sixth step is completed, the short longitudinal ribs of the anchorable beam are ensured to be parallel to each other, and the short longitudinal ribs of the anchorable beam are not parallel to the lap joint ribs of the through joint area in the beam.
Preferably, in the sixth step, the distance between the hoops is not more than 100mm.
Preferably, in the fifth step, the welding sections on the through node area lap ribs in the beams on the two sides of the upper flange are welded side by side into a bundle, and the welding sections on the through node area lap ribs in the beams on the two sides of the lower flange are welded side by side into a bundle; so as to provide better stability and firmness for the short longitudinal ribs of the beam which cannot be anchored and the lap ribs of the through node area in the beam.
The beneficial effects of the invention are:
the invention adds the through node area lap joint bar in the beam on the cross section of the frame beam, adopts the arrangement mode that one end of the through node area lap joint bar in the beam is anchored in the section steel concrete column, and the other end of the through node area lap joint bar in the beam is bent to extend out for a certain length and then is welded and connected with the short longitudinal bar which can not anchor the beam, solves the problem that the nodes of the traditional section steel concrete beam column cannot effectively root and anchor because of excessive connection of the reinforcing bars at the nodes caused by the interference of the steel rib flanges and the intensive distribution of the reinforcing bars, and is beneficial to the existing section steel concrete beam column node connection mode.
Drawings
FIG. 1 is an isometric view of a beam-column joint of a beam-end haunched steel reinforced concrete beam-column joint;
FIG. 2 is an isometric view of the lap bars after joining;
FIG. 3 is an isometric view of the beam after concrete has been poured therein;
FIG. 4 is a three-dimensional simulation diagram of a steel beam column joint with densely arranged steel bars;
FIG. 5 is a cross-sectional view of the beam after the lap ribs have been joined;
FIG. 6 is a top view of the lap bars after joining;
FIG. 7 is a cross-sectional view of the beam after concrete has been poured into the beam;
fig. 8 is an isometric view of a welded segment of the lap ribs after welding.
In the figure: 1. a steel concrete column; 2. a steel reinforced concrete beam; 101. h-shaped steel in the column; 102. a column longitudinal bar; 201. h-shaped steel in the beam; 202. the short longitudinal bars of the beam can be anchored; 203. the short longitudinal bars of the beam cannot be anchored; 204. a through node area lap joint rib in the beam; 205. welding a section; 206. rectangular stirrups in the normal beam; 207. a hoop; 208. a first beam section; 209. a second beam section; 210. a third beam section.
Detailed Description
The related art in the present invention will be described clearly and completely with reference to the accompanying drawings in the following embodiments, and it is to be understood that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1 to 8, a construction method of a beam end haunched type steel concrete beam-column node includes the following steps:
the method comprises the following steps: when a steel reinforced concrete column 1 and a steel reinforced concrete beam 2 are constructed, firstly selecting H-shaped steel 101 in the column, column longitudinal ribs 102, H-shaped steel 201 in the beam, anchorable beam short longitudinal ribs 202, anchorable beam short longitudinal ribs 203, through node area lap ribs 204 in the beam, rectangular stirrups 206 in a normal beam and hoops 207 according to design requirements;
step two: erecting a support frame body, erecting scaffolds and section steel reinforcing columns meeting requirements according to a design drawing, and then fixing H-shaped steel 101 in a connecting column, H-shaped steel 201 in a beam and column longitudinal ribs 102;
step three: erecting a beam bottom template, and erecting the bottom template at the bottom position of the steel reinforced concrete beam 2 according to a design drawing;
step four: simultaneously laying anchorable beam short longitudinal ribs 202 which are required to be fixed on the flange of the H-shaped steel 101 in the column and anchorable beam short longitudinal ribs 203 which cannot be fixed on the flange of the H-shaped steel 101 in the column in the beam in a space between the upper part of the supported bottom template and the lower part of the H-shaped steel 201 in the beam, and simultaneously laying anchorable beam short longitudinal ribs 202 which are required to be fixed on the flange of the H-shaped steel 101 in the beam and anchorable beam short longitudinal ribs 203 which cannot be fixed on the flange of the H-shaped steel 101 in the column in the beam above the H-shaped steel 201 in the beam; one end of the anchorable beam short longitudinal rib 202 is fixedly connected with the flange of the H-shaped steel 101 in the column, the other end of the anchorable beam short longitudinal rib 202 extends towards the opposite direction of the node along the length direction of the H-shaped steel 201 in the beam, one end of the anchorable beam short longitudinal rib 203 extends into the steel concrete column 1 and cannot be anchored with the H-shaped steel 101 in the column, and the other end of the anchorable beam short longitudinal rib 203 extends towards the opposite direction of the node along the length direction of the H-shaped steel 201 in the beam;
step five: arranging a through node area lap joint rib 204 in the beam in a space between the upper part of the erected bottom formwork and the lower part of the H-shaped steel 201 in the beam, arranging a through node area lap joint rib 204 in the beam above the H-shaped steel 201 in the beam, wherein the end part of one end, close to a node, of the through node area lap joint rib 204 in the beam extends into the position of the section steel concrete column 1 and is flush with the outer wall of the section steel concrete column 1, the other end of the through node area lap joint rib 204 in the beam extends towards the opposite direction of the node along the length direction of the H-shaped steel 201 in the beam, the opposite direction extending end of the through node area lap joint rib 204 in the beam extends out of the section steel concrete column 1 for 35-45 times of the diameter of the lap joint rib 204, the through node area lap joint rib 204 in the beam is bent towards the upper flange and the lower flange of the H-shaped steel 201 in the beam corresponding to be tightly close to the short longitudinal rib 203 which the beam cannot be anchored, and the tight parts of the through node area lap joint rib 204 in the beam are parallel through welding sections 205 and are welded side by side; the beam in-beam through node area lap ribs in the beam in-beam through node areas are uniformly arranged in the flange area of the beam, the width of the upper and lower haunches of the flange section is as small as possible, so that the through node area lap ribs in the beam placed in the beam in-beam through node areas can bypass the blocking of the flange of the H-shaped steel in the column;
step six: a plurality of rectangular hoops 207 are arranged on the H-shaped steel 201 in the beam in a surrounding manner, the hoops 207 and the rectangular hoops 206 in the normal beam are distributed in a staggered manner, the hoops 207 tightly hoop the anchorable beam short longitudinal ribs 202, the anchorable beam short longitudinal ribs 203 and the through node area lap ribs 204 in the beam at the upper flange of the H-shaped steel 201 in the beam in the inner portion of the hoops 207, and the hoops 207 tightly hoop the anchorable beam short longitudinal ribs 202, the anchorable beam short longitudinal ribs 203 and the through node area lap ribs 204 in the beam at the lower flange of the H-shaped steel 201 in the beam in the inner portion of the hoops 207;
step seven: supporting beam side formworks, and supporting the side formworks at the two sides of the steel reinforced concrete beam 2 according to a design drawing;
step eight: pouring the steel reinforced concrete beam 2: when concrete is poured, the pouring is carried out from one side of the steel reinforced concrete beam 2, and after concrete on the other side overflows from the bottom of the H-shaped steel 201 in the beam, the pouring is carried out from two sides simultaneously.
Further, in the seventh step, the steel reinforced concrete beam 2 is sequentially divided into a first beam section 208, a second beam section 209 and a third beam section 210 from the node to the far end along the length direction, the width of the first beam section 208 is larger than that of the third beam section 210, the width of the third beam section 210 is equal to the original width of the steel reinforced concrete beam 2, the width of the second beam section 209 is smoothly transited from the width of the first beam section 208 to the width of the third beam section 210, and the first beam section 208 includes the welding section 205.
Further, in the fourth step, the horizontal positions of the short longitudinal ribs 202 of the anchorable beam and the horizontal positions of the longitudinal ribs 102 of the column are staggered and spaced.
Furthermore, in the fourth step, the flange of the H-beam 101 in the fixed connection column at one end of the short longitudinal rib 202 of the anchorable beam is connected by a steel sleeve connector.
Further, in the fifth step, the welding points of the short longitudinal ribs 203 of the non-anchorable beam at the upper flange and the lap joint ribs 204 of the through node area in the beam are welded side by side into a bundle, and the welding points of the short longitudinal ribs 203 of the non-anchorable beam at the lower flange and the lap joint ribs 204 of the through node area in the beam are welded side by side into a bundle.
Further, in the fifth step, the welding length of the welding section 205 is not less than 10 times of the diameter of the short longitudinal rib 203 of the beam which cannot be anchored.
Further, after the sixth step is completed, it is ensured that the anchorable Liang Duan longitudinal bars 202 are parallel to each other, and the anchorable beam short longitudinal bars 203 are not parallel to the beam middle through node area lap bars 204.
Further, in the sixth step, the distance between the hoops 207 is not greater than 100mm.
Further, in the fifth step, welding the welding sections 205 on the through node area lap joint ribs 204 in the beams on the two sides of the upper flange into bundles side by side, and welding the welding sections 205 on the through node area lap joint ribs 204 in the beams on the two sides of the lower flange into bundles side by side; so as to provide better stability and robustness for the short longitudinal beam ribs 203 which cannot be anchored and the through node zone lap ribs 204 in the beam.
Examples
In this embodiment, a frame core cylindrical steel reinforced concrete system is adopted in a structure in a certain project of an actual project, a structural arrangement scheme of a steel reinforced concrete frame column, a steel reinforced concrete frame beam and a steel plate concrete shear wall is adopted in the design of a structural bottom reinforcing area, a plurality of layers of bottom are arranged at the joints of beam column nodes and beam wall nodes, the beam column reinforcing steel bars are arranged very densely, and the beam column reinforcing steel bars are very difficult to root and anchor, as shown in fig. 4.
In the plane arrangement of the original three-layer structure, the section sizes of the frame beams are larger than those of the common structure, 36 steel bars with the diameters of 25 and 14 steel bars with the diameters of 16 are additionally arranged on the frame columns except the steel bars, the steel reinforced concrete beam 2 is provided with the H-shaped steel 201 in the beam, 12 steel bars with the diameters of 32 on the top of the beam and 12 steel bars with the diameters of 32 under the beam, and the connection and anchoring of the intensive steel bars with the high strength and the diameters are very important from the aspect of stress. The anchoring mode of the steel bars in the beam in the column can be solved in three connection modes of ' steel bar arrangement rule and construction detail figure ' 12SG904-1 ' in the construction of the steel reinforced concrete structure, and most of the connection modes are suitable for the condition of one to two rows of steel bars. In this embodiment, when three layers of steel bars need to be arranged at the top or bottom of the frame beam, the penetration between the steel flange in the column and the steel bar in the column may be avoided. It is difficult to arrange 12 reinforcing bars of 32 diameters in three connection manners of 12SG904-1, limited by the sectional size of the originally designed frame beam and the range of 200mm up and down of the steel ribs therein.
In the embodiment, the width of the steel reinforced concrete beam in the range near the node is adjusted, so that the H-shaped steel 201 in the beam and the steel bars in the beam are not changed, and the H-shaped steel 101 in the center column of the steel reinforced concrete column 1 and the steel bars in the column are not changed; firstly, selecting H-shaped steel 101 in a column, longitudinal bars 102 in the column, H-shaped steel 201 in a beam, short longitudinal bars 202 capable of anchoring the beam, short longitudinal bars 203 incapable of anchoring the beam, lap bars 204 of a through node area in the beam, rectangular stirrups 206 in a normal beam and hoops 207 according to design requirements; the steps can be omitted because the H-shaped steel 101 in the field column, the H-shaped steel 201 in the beam and the column longitudinal bar 102 are fixedly connected; then, supporting a bottom template at the bottom of the steel reinforced concrete beam 2 according to a design according to a drawing; after the bottom formwork is erected, 8 anchorable beam short longitudinal ribs 202 are uniformly distributed at the upper and lower flanges of H-shaped steel 201 in the beam, the flanges of H-shaped steel 101 in a connecting column of a steel sleeve connector are passed through, 4 anchorable beam short longitudinal ribs 203 are arranged at the upper and lower flanges of H-shaped steel 201 in the beam, two outer sides of the upper and lower flanges of H-shaped steel 201 in the beam are respectively provided with 2 beam through node area lap-joint ribs 204 which extend into a section steel concrete column 1 and are flush with the outer wall of the section steel concrete column 1, and 8 anchorable beam short longitudinal ribs 202 and 4 anchorable beam short longitudinal ribs 203 at the upper flange of H-shaped steel 201 in the beam and 2 beam through node area lap-joint ribs 204 in two sides are tightly hooped inside through a normal beam rectangular hoop 206 and a hoop 207; 8 anchorable beam short longitudinal ribs 202 and 4 anchorable beam short longitudinal ribs 203 at the lower flange of the H-shaped steel 201 in the beam and through node area lap ribs 204 in 2 beams at two sides are tightly hooped inside by a hoop 207, one end of the through node area lap ribs 204 in the beam extends into the section steel concrete column 1 and is level with the outer wall of the section steel concrete column 1, the other end is bent and is abutted against and welded with the anchorable beam short longitudinal ribs 203, so that effective and reliable anchorage of a plurality of anchorable beam short longitudinal ribs 203 which cannot effectively root and anchor due to excessive connection of node reinforcing steel bars caused by the interference of the flange of the steel bars and the intensive distribution of the reinforcing steel bars is realized, the through node area lap ribs 204 in the beam through node area in the beam are uniformly arranged in the flange area of the beam, the widths of the upper and lower haunches of the flange section are as small as possible, the width of one side of the upper flange of the beam is preferably controlled not to exceed the thickness of a slab, so as to ensure that the through node area lap ribs 204 in the beam placed in the cast-in-situ can bypass the beam can block the flange area lap of the H-shaped steel; the width of the left and right haunches in the beam is required to be as small as possible so as to ensure that the through node area lapping rib 204 in the beam placed in the beam can bypass the blocking of the flange of the H-shaped steel 101 in the column; then, supporting side formworks at two sides of the steel reinforced concrete beam 2 according to a design drawing, wherein the steel reinforced concrete beam 2 is sequentially divided into a first beam section 208, a second beam section 209 and a third beam section 210 from a node to a far end along the length direction during construction, the width of the first beam section 208 is larger than that of the third beam section 210, the width of the third beam section 210 is equal to the original width of the steel reinforced concrete beam 2, the width of the second beam section 209 is in width smooth transition from the first beam section 208 to the third beam section 210, and the first beam section 208 includes a welding section 205; and then, pouring concrete after the construction is finished, wherein when the concrete is poured, the concrete is poured from one side of the steel reinforced concrete beam 2, and after the concrete on the other side overflows from the bottom of the H-shaped steel 201 in the beam, the concrete is poured from two sides simultaneously. In the embodiment, under the condition of finishing arranging three layers of steel bars, under the limitation of the section size of the frame beam in the original design and the range of 200mm up and down of the steel bars, the operation of arranging a plurality of steel bars can still be finished, the problem that in the plane arrangement of the original design three-layer structure, the section size of the frame beam is larger than that of a common structure, 36 steel bars with the diameters of 25 and 14 steel bars with the diameters are additionally arranged on the frame column except the steel bars, the steel reinforced concrete beam 2 is not only provided with H-shaped steel 201 in the beam, but also provided with 12 steel bars with the diameters of 12 beam tops at the support, and the problem that 12 steel bars with the diameters of 32 cannot be arranged under the condition that 12 steel bars with the diameters are arranged under the beam is also solved. In the three-layer structure type steel reinforced concrete beam in this embodiment, in the 500 within range of former roof beam width, the upper and lower cross-section internal reinforcement of roof beam is in the node district for dodging the link up of post reinforcing bar, disposes a row of 32 diameter's sleeve connector in the roof beam 4 at most, if need arrange 12 reinforcing bars according to former design support department, arrange respectively at roof beam top and bottom of a beam, need arrange 3 rows at least. As the space between the upper and lower flanges of the H-shaped steel 201 in the beam and the bottom or top of the beam is only 200mm, 3 rows of the H-shaped steel can be arranged only by 280 mm. Thus, only the anchoring of 2 rows of 8 steel bars can be solved, and 4 steel bars in the column can not be connected and anchored by the sleeve. And the armpit mode of the lap joint rib is adopted, and the lap joint rib is arranged at the armpit beam end of the beam to anchor the beam in the steel bar which cannot be anchored after lap joint conversion.
In summary, the invention provides a construction method of beam end haunched type steel concrete beam column node, which is characterized in that a through node area overlap joint bar in a beam is additionally arranged on the cross section of a frame beam, one end of the through node area overlap joint bar in the beam is anchored in a section steel concrete column, and the other end of the through node area overlap joint bar in the beam is bent after extending out a certain length, and then the arrangement mode of short longitudinal bars of the beam can not be anchored is welded, so that the problem that the nodes of the conventional type steel concrete beam column cannot be effectively rooted and anchored due to excessive connection of steel ribs at the nodes caused by steel rib flange interference and dense distribution of steel ribs is solved, meanwhile, the invention is a beneficial supplement to the conventional type steel concrete beam column node connection mode, and the node connection mode is safe and reliable and stable in anchoring, so the invention has wide application prospect.
It is to be emphasized that: the above are only preferred embodiments of the present invention, and the present invention is not limited thereto in any way, and any simple modifications, equivalent changes and modifications made to the above embodiments according to the technical essence of the present invention are within the scope of the technical solution of the present invention.
Claims (9)
1. A construction method of a beam end haunched steel reinforced concrete beam-column joint comprises the following steps:
the method comprises the following steps: when a steel reinforced concrete column (1) and a steel reinforced concrete beam (2) are constructed, firstly, H-shaped steel (101) in the column, column longitudinal ribs (102), H-shaped steel (201) in the beam, anchorable beam short longitudinal ribs (202), short longitudinal ribs (203) incapable of anchoring the beam, lap ribs (204) of a through node area in the beam, upper stirrups (206) and hoops (207) are selected according to design requirements;
step two: erecting a support frame body, erecting a scaffold and a section steel reinforcing column meeting requirements according to a design drawing, and then fixedly connecting H-shaped steel (101) in the column, H-shaped steel (201) in a beam and column longitudinal ribs (102);
step three: erecting a beam bottom template, and erecting the bottom template at the bottom position of the steel reinforced concrete beam (2) according to a design drawing;
step four: simultaneously laying anchorable beam short longitudinal ribs (202) which need to be fixed on the flange of the H-shaped steel (101) in the column and anchorable beam short longitudinal ribs (203) which cannot be fixed on the flange of the H-shaped steel (101) in the column in the beam in a space between the upper part of the supported bottom template and the lower part of the H-shaped steel (201) in the beam, and simultaneously laying anchorable beam short longitudinal ribs (202) which need to be fixed on the flange of the H-shaped steel (101) in the beam and anchorable beam short longitudinal ribs (203) which cannot be fixed on the flange of the H-shaped steel (101) in the beam above the H-shaped steel (201) in the beam; one end of the anchorable beam short longitudinal rib (202) is fixedly connected with a flange of the H-shaped steel (101) in the column, the other end of the anchorable beam short longitudinal rib (202) extends towards the opposite direction of the node along the length direction of the H-shaped steel (201) in the beam, one end of the anchorable beam short longitudinal rib (203) extends into the steel concrete column (1) and cannot be anchored with the H-shaped steel (101) in the column, and the other end of the anchorable beam short longitudinal rib (203) extends towards the opposite direction of the node along the length direction of the H-shaped steel (201) in the beam;
step five: arranging a through node area lap joint rib (204) in the beam in a space between the upper part of the supported bottom template and the lower part of the H-shaped steel (201) in the beam, arranging a through node area lap joint rib (204) in the beam above the H-shaped steel (201) in the beam, wherein the end part of one end, close to the node, of the through node area lap joint rib (204) in the beam extends into the position of the section steel concrete column (1) and is flush with the outer wall of the section steel concrete column (1) and meets the requirement of anchoring length, the other end of the through node area lap joint rib (204) in the beam extends towards the opposite direction of the node along the length direction of the H-shaped steel (201) in the beam, the opposite direction extending end of the through node area lap joint rib (204) in the beam extends out of the section steel concrete column (1) by 35-45 times of the diameter of the lap joint rib (204), the through node area lap joint rib (204) in the beam bends towards the upper and lower flange of the H-shaped steel (201) in the corresponding beam and is tightly connected with the longitudinal rib (204) of the beam, and the through the welded joint area lap joint rib (204) side by side;
step six: the method comprises the following steps that a plurality of rectangular hoops (207) are arranged on H-shaped steel (201) in a beam in a surrounding mode, the hoops (207) and rectangular hoops (206) in a normal beam are distributed in a staggered mode, anchorable beam short longitudinal ribs (202) at the upper flange of the H-shaped steel (201) in the beam, anchorable beam short longitudinal ribs (203) and through node area lap ribs (204) in the beam are tightly hooped inside upper ribs of the hoops (207) by the hoops (207), anchorable beam short longitudinal ribs (202) at the lower flange of the H-shaped steel (201) in the beam, anchorable beam short longitudinal ribs (203) and through node area lap ribs (204) in the beam are tightly hooped inside lower ribs of the hoops (207) by the hoops (207);
step seven: erecting beam side formworks, and erecting the side formworks at the two sides of the steel reinforced concrete beam (2) according to a design drawing;
step eight: pouring the steel reinforced concrete beam (2): when concrete is poured, the pouring is carried out from one side of the steel reinforced concrete beam (2), and after the concrete on the other side overflows from the bottom of the H-shaped steel (201) in the beam, the two sides are simultaneously poured.
2. The construction method of the beam-end haunched steel reinforced concrete beam-column joint according to the claim 1, characterized in that in the seventh step, the steel reinforced concrete beam (2) is divided into a first beam section (208), a second beam section (209) and a third beam section (210) from the joint to the far end in sequence along the length direction, the width of the first beam section (208) is larger than that of the third beam section (210), the width of the third beam section (210) is equal to the original width of the steel reinforced concrete beam (2), the width of the second beam section (209) is smoothly transited from the width of the first beam section (208) to the width of the third beam section (210), and the first beam section (208) includes the welding section (205).
3. The construction method of the beam-end haunched steel reinforced concrete beam-column joint according to claim 1, characterized in that the horizontal positions of the anchorable beam short longitudinal bars (202) and the horizontal positions of the column longitudinal bars (102) in the fourth step are staggered and spaced.
4. The construction method of the beam end haunched steel reinforced concrete beam-column joint according to the claim 1, characterized in that the connection mode of the flange of the H-shaped steel (101) in the fixed connection column at one end of the anchorable beam short longitudinal rib (202) in the fourth step is steel sleeve connector connection.
5. The construction method of the beam-end haunched type steel concrete beam-column joint is characterized in that in the fifth step, short longitudinal ribs (203) of the non-anchorable beam at the upper flange and welding points of the through node area lap ribs (204) in the beam are welded side by side to form a bundle, and short longitudinal ribs (203) of the non-anchorable beam at the lower flange and welding points of the through node area lap ribs (204) in the beam are welded side by side to form a bundle.
6. The construction method of the beam-end haunched steel reinforced concrete beam-column joint according to the claim 1, characterized in that in the fifth step, the welding length of the welding section (205) is not less than 10 times of the diameter of the short longitudinal bar (203) of the un-anchorable beam.
7. The construction method of the beam end haunched type steel concrete beam column joint according to the claim 1, characterized in that after the sixth step is completed, anchorable Liang Duan longitudinal bars (202) are ensured to be parallel to each other, and the short longitudinal bars (203) of the anchorable beam and the lap bars (204) of the through joint area in the beam are ensured to be parallel to each other.
8. The construction method of a beam end haunched steel reinforced concrete beam column node according to claim 1, wherein in the sixth step, the distance between the hoops (207) is not more than 100mm.
9. The construction method of the beam-end haunched steel reinforced concrete beam-column joint according to the claim 1, characterized in that in the fifth step, the welding sections (205) on the through node zone overlapping ribs (204) in the beams on both sides of the upper flange are welded side by side into a bundle, and the welding sections (205) on the through node zone overlapping ribs (204) in the beams on both sides of the lower flange are welded side by side into a bundle.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210830324.2A CN115653121A (en) | 2022-07-14 | 2022-07-14 | Construction method of beam end haunched steel reinforced concrete beam-column joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210830324.2A CN115653121A (en) | 2022-07-14 | 2022-07-14 | Construction method of beam end haunched steel reinforced concrete beam-column joint |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115653121A true CN115653121A (en) | 2023-01-31 |
Family
ID=85023774
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210830324.2A Pending CN115653121A (en) | 2022-07-14 | 2022-07-14 | Construction method of beam end haunched steel reinforced concrete beam-column joint |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115653121A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117230989A (en) * | 2023-10-09 | 2023-12-15 | 中铁广州工程局集团深圳工程有限公司 | Steel reinforced concrete column and concrete beam connecting structure and construction method |
| CN117230989B (en) * | 2023-10-09 | 2024-06-21 | 中铁广州工程局集团深圳工程有限公司 | Steel reinforced concrete column and concrete beam connecting structure and construction method |
-
2022
- 2022-07-14 CN CN202210830324.2A patent/CN115653121A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117230989A (en) * | 2023-10-09 | 2023-12-15 | 中铁广州工程局集团深圳工程有限公司 | Steel reinforced concrete column and concrete beam connecting structure and construction method |
| CN117230989B (en) * | 2023-10-09 | 2024-06-21 | 中铁广州工程局集团深圳工程有限公司 | Steel reinforced concrete column and concrete beam connecting structure and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN113136943B (en) | Connecting joint of concrete filled steel tubular column and concrete beam | |
| CN113026993B (en) | Assembly type combined connecting beam window opening component, structure and manufacturing and construction method | |
| CN212405468U (en) | Stiff concrete structure beam column core area structure | |
| CN217580612U (en) | I-shaped flange section steel concrete beam column node | |
| CN115075571B (en) | Construction method for inclined joint of steel reinforced concrete wall beam with flange additionally arranged on one side | |
| CN111576620A (en) | Construction method for beam-column core area of stiffened concrete structure | |
| CN212453065U (en) | Assembled building frame structure member | |
| CN115653121A (en) | Construction method of beam end haunched steel reinforced concrete beam-column joint | |
| CN115262811A (en) | Construction method of transverse section steel concrete combined shear wall | |
| CN115822130A (en) | Prefabricated steel reinforcement framework shear wall structure system and construction method | |
| KR102379888B1 (en) | Method For Assembling Reinforced Concrete Columns Using Prefabricated Assembly | |
| CN217711165U (en) | Beam-end haunched steel reinforced concrete beam column node | |
| CN215053928U (en) | Connecting joint of concrete filled steel tubular column and concrete beam | |
| CN114941380A (en) | Reinforced concrete beam with hole on side and box-shaped steel concrete column connecting joint | |
| CN214302263U (en) | Node connection structure of reinforced concrete beam and shaped steel concrete column | |
| CN112681616B (en) | Stiffening structure for assembling reinforced concrete structure by using section steel to replace part of reinforcing steel bars | |
| CN111764509B (en) | Reinforced concrete connecting joint with steel pipe core for prefabricated beam column and connecting method | |
| CN115075405B (en) | Construction method of I-shaped flange section type steel concrete beam column node | |
| CN115075573B (en) | Construction method for haunching of oblique joints of section steel concrete wall beams | |
| CN107542185B (en) | Bending shear type combined key slot connecting structure of assembly frame shear structure and assembly method | |
| CN112814205A (en) | Prefabricated assembly type shear wall and construction method thereof | |
| CN115075572B (en) | Construction method of perforated anchoring lap joint connection combined section steel concrete wall beam node | |
| CN110984367A (en) | Assembly type building frame structure member and construction method thereof | |
| CN217711150U (en) | Steel reinforced concrete wall beam inclined node with flange added on one side | |
| CN217734371U (en) | Perforation anchoring lap joint combined section steel concrete wall beam joint |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |