KR101557806B1 - Column-beam connection structure - Google Patents

Column-beam connection structure Download PDF

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Publication number
KR101557806B1
KR101557806B1 KR1020117010578A KR20117010578A KR101557806B1 KR 101557806 B1 KR101557806 B1 KR 101557806B1 KR 1020117010578 A KR1020117010578 A KR 1020117010578A KR 20117010578 A KR20117010578 A KR 20117010578A KR 101557806 B1 KR101557806 B1 KR 101557806B1
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South Korea
Prior art keywords
plate
diaphragm
column
flange
welded
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KR1020117010578A
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Korean (ko)
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KR20110098713A (en
Inventor
마사요시 우치다
슌지 이와고
?지 이와고
하야오 이와고
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가부시키가이샤 아크리에이토
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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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B23—MACHINE TOOLS; METAL-WORKING NOT OTHERWISE PROVIDED FOR
    • B23K—SOLDERING OR UNSOLDERING; WELDING; CLADDING OR PLATING BY SOLDERING OR WELDING; CUTTING BY APPLYING HEAT LOCALLY, e.g. FLAME CUTTING; WORKING BY LASER BEAM
    • B23K31/00—Processes relevant to this subclass, specially adapted for particular articles or purposes, but not covered by only one of the preceding main groups
    • B23K31/12—Processes relevant to this subclass, specially adapted for particular articles or purposes, but not covered by only one of the preceding main groups relating to investigating the properties, e.g. the weldability, of materials
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B23—MACHINE TOOLS; METAL-WORKING NOT OTHERWISE PROVIDED FOR
    • B23K—SOLDERING OR UNSOLDERING; WELDING; CLADDING OR PLATING BY SOLDERING OR WELDING; CUTTING BY APPLYING HEAT LOCALLY, e.g. FLAME CUTTING; WORKING BY LASER BEAM
    • B23K9/00—Arc welding or cutting
    • B23K9/0026—Arc welding or cutting specially adapted for particular articles or work
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B23—MACHINE TOOLS; METAL-WORKING NOT OTHERWISE PROVIDED FOR
    • B23K—SOLDERING OR UNSOLDERING; WELDING; CLADDING OR PLATING BY SOLDERING OR WELDING; CUTTING BY APPLYING HEAT LOCALLY, e.g. FLAME CUTTING; WORKING BY LASER BEAM
    • B23K2101/00—Articles made by soldering, welding or cutting
    • B23K2101/04—Tubular or hollow articles
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2415—Brackets, gussets, joining plates
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2445—Load-supporting elements with reinforcement at the connection point other than the connector
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2448—Connections between open section profiles
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2454—Connections between open and closed section profiles
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2457—Beam to beam connections

Abstract

When the panel zone is hollow, the bending moment applied to the beam can not be expected to cause web strain in the elastic region due to out-of-plane deformation of the panel. Therefore, since the section modulus of the beam end becomes a sectional modulus of the beam only except for the web, the beam end becomes low in strength, and therefore, a beam of a larger size than a bending moment is imposed on the front end face of the beam And an extra beam height is required, which increases the weight of the steel frame.
As a result of various studies, it has been found that the diaphragm can be increased in thickness by raising the material strength of the beam flange, raising the thickness of the diaphragm or the overhang plate, Or by applying a heat treatment to the lower surface of the beam to give a prestress or the like.

Description

{COLUMN-BEAM CONNECTION STRUCTURE}

The present invention is based on the finding that, in a steel frame structure, due to the cavity or scallop of the panel zone, the burden of the bending moment applied to the beam does not occur or the insufficient web is supplemented with the reinforcement of the end flange, So as to reduce the height of the beam.

1, the column 5, the beam 4, the panel 2, the column 5, and the panel (not shown) are used as the diaphragm type rectangular cross- The beam flange 4F is welded to the diaphragm 1 projecting from the column 5 and the beam web 3 is welded to the panel 2. The diaphragm 1, (3W). The diaphragm is an internal diaphragm type that uses a diaphragm to be inserted into a column, not a column through-hole. In that case, both the beam flange 4F and the beam web 3 are welded to the panel 2. As shown in Fig. 2, the cross-section of the main body joint portion in the case of the through-pass diaphragm type is such that the weld line 6 between the panel 2 and the diaphragm 1, the beam flange and the installation weld line 7 of the diaphragm do not intersect with each other A scallop 11 is provided. In addition, the backing strip 10 is generally provided by assembly welding 8 for all welding. As shown in Fig. 3, the non-scallop method is also a type in which the mass joint is welded without using a scallop. As shown in Fig. 4, there is also a method in which the diaphragm 1 is stopped at the outer surface of the column without projecting the diaphragm 1 out of the column by the non-scallop method, and the beam flange is joined to the end of the diaphragm.

In addition, as shown in Patent Document 1, the diaphragm is made to be a through-hole type diaphragm type, and the projection of the diaphragm from the column is removed, welding of the diaphragm and the column, and welding of the diaphragm and the beam flange are overlapped, There is a way.

Also, as shown in Patent Document 2, a welding joint structure of a column and a beam using a cover plate serving also as a backing strip is filed. This patent document 2 reinforces the butt weld joint to which the scallop of the column and the beam flange is attached. This cover plate is attached to the beam flange and is fixed by fillet welding, and the cover plate is fixed to the side plate of the steel column by the butt weld of the beam flange by forming an opening at the end of the steel column post. to be.

Japanese Patent Application Laid-Open No. 2005-264709 Japanese Patent Application Laid-Open No. 2000-110237

4, when the beam bending moment M is supported by the panel 2, the moment 13 of the beam end portion becomes larger as it moves away from the neutral position of the beam 4, However, when the panel zone 2Z is hollow, the bending moment applied to the beam is such that the out-of-plane deformation 12 occurs in the panel 2 and becomes small at the web position in the elastic region, Can not be expected. In addition, as shown in Fig. 11, in the case where the panel zone 2Z is bolted to the web, the bending moment applied to the beam can not expect a web load. Therefore, since the section modulus of the beam end becomes the section modulus of the beam only except for the web, the beam end becomes lower in strength than the center portion thereof, and therefore, the bending moment is imposed on the entire cross section of the beam A beam of a larger size is used, and the weight of the steel frame is increased.

If there is a backing strip for preventing burn through of the welding, a gap is formed between the backing strip and the beam flange, and between the backing strip and the diaphragm, so that stress concentration occurs and the strength is lowered. It inhibits ultrasonic test. There is a method of installing a cover plate on the outer surface of an H-shaped steel beam for repair welding between a beam and a diaphragm. This method is used for reinforcing welded joints when there is a deviation between the beam flange and the diaphragm, The out-of-plane deformation 12 occurs in the panel 2, and the web load can not be expected in the elastic region. In addition, ultrasonic inspection of the body beam flange is difficult.

When the backing strip is installed on the column side in advance by the non-bracket method in which the beam bracket and the center beam are integrated, if the span, the distance between the columns, is maintained at a constant value as shown in the drawing, none.

Only by thickening the thickness of the diaphragm plate and weld-bonding the portion to the web, the bending moment load effect is exerted outside the thickness of the web. In this case, the effect of thickening the diaphragm by the increase in weight is reduced.

Also, in Patent Document 1, the protrusion from the column of the diaphragm is removed, the stress collection is relaxed, and the scallop is eliminated to relieve the stress collection. However, the bending moment applied to the beam can not be expected to cause web strain in the elastic region due to the occurrence of the out-of-plane deformation 12 in the panel 2. [

In addition, in Patent Document 2, the bending moment applied to the beam when the beam flange and the diaphragm are welded joint scallops is used for reinforcement of the welded joint, but the bending moment applied to the beam is such that the out- I can not expect the web burden. In Patent Document 2, a cover plate serving also as a backing strip is used, but since it serves both as a backing strip, there is a slit for sandwiching the web at the center, and the shape of the cover plate becomes complicated, resulting in a labor cost.

In the patent document 2, the column-side welding of the beam flange is the butt welding of partial dissolution or complete dissolution. In partial dissolution welding, the strength of the welded joint is lowered due to the stress concentration of the non-welded portion. , Gouging is performed on the backside, and the gouging and the grooves formed by the grooves and the grooves are filled with the grooves, resulting in an increase in the number of welding processes and a large welding deformation.

Further, in Patent Document 2, since the cover plate attached to the beam flange is not on the in-plane extension line of the diaphragm, the force in the direction of the beam axis applied to the cover plate is not supported by the diaphragm. Therefore, since the diaphragm can bear only the beam flange portion, the bending moment applied to the beam can not be expected to cause the web load in the elastic region due to the out-of-plane deformation 12 shown in Fig.

In Patent Document 2, the length in the beam axis direction of the cover plate serving also as a backing strip is several times the length of the conventional backing strip in the beam axis direction, that is, 100 to 150 mm. The effect of the unbending of the bending moment on the beam web end with respect to the panel is about 1/2 of the web height defined by the width in the height direction of the web. In this range, the section modulus and the moment of inertia of the web are essentially Sectional area of the beam. Therefore, when the length in the direction of the beam axis of the cover plate serving also as the backing strip is several times the length of the conventional backing strip in the beam axis direction, that is, 100 to 150 mm, the web height of 300 mm or more is insufficient.

In Patent Document 2, since the flange-side joint portion of the cover plate is fillet welded and the force in the direction of the beam axis can be expected to be at most 1 / √3 of the thickness of the welded neck, that is, the thickness of the cover plate plate, .

Further, in Patent Document 2, since the cover plate is attached to the beam flange, there is no gap between the cover plate and the beam flange, and dissolution is poor in the column side welding of the cover plate and the fillet welding on the beam flange side, , The weld gas is detached from the root portion, and welding defects tend to occur.

SUMMARY OF THE INVENTION The present invention has been made in view of the above circumstances, and an object of the present invention is to improve the strength of a beam end portion in the structure of a mass joint portion of a steel structure, thereby reducing the beam height and reducing the weight of the steel frame.

As a result of various studies, it has been found that, after increasing the plate thickness of the diaphragm to the web side, in the case of factory welding, it is possible to increase the strength of the material by putting a forged steel plate on the inside of the beam flange, It has been found that the present invention can be solved by raising the plate thickness of the forced overhang plate, cutting off the center of the web, applying a heat treatment to the beam surface to give a prestress, or welding bead.

That is, in the factory welding, the bending moment load of the web is added to the inside of the upper and lower beam flanges, and in the field welding, the bending moment load of the web is set to be within the upper beam flange, And the other end is welded to the flange of the center of the beam to improve the plate thickness by the effect of increasing the plate thickness of the beam flange by making the one end of the forced overtop plate welded to the diaphragm This is to be replaced by an increase in the bending moment load of the flange. This improves the proof stress of the beam end to improve the secondary moment of inertia and the section modulus of the beam, thereby reducing the required beam cross-section, reducing the beam height, etc., and reducing the weight of the building steel. Here, the beam height refers to the height from the lower surface of the H-shaped steel beam lower flange to the upper surface of the upper flange.

The present invention described in claim 1 eliminates the protrusion 1A from the column of the diaphragm shown in Fig. 2 and increases the plate thickness of the diaphragm so that the welded portion of the column and the diaphragm and the welded portion of the beam flange and the diaphragm are overlapped Along with the joining, the increased thickness of the diaphragm, which has been increased by a plate thickness of the web flange plus the plate thickness of the steel plate overlay (preferably 5 mm or more), is welded to the overlay plate and the beam web And at least the beam center side end portion of the damper plate is welded to at least the beam flange by an improved process. In the field welding, the increased thickness of the diaphragm, which is increased (preferably by 5 mm or more) than the plate thickness of the lower plate of the beam flange to the outer side (lower side) of the beam flange only, Welded to at least the beam center side end portion of the damper plate and welded to at least the beam flange.

The first configuration of the present invention described in claim 1 eliminates the protrusion 1A from the column of the diaphragm shown in Fig. 2, thereby reducing the weight of the diaphragm, facilitating processing such as improvement of the beam end, It is possible to prevent the weld 7 from becoming fragile due to multiple heat effects and to facilitate beam cutting machining when the thickness of the diaphragm is increased. It is necessary to perform cutting of the beam flange and the beam web at the time of beam end machining by projecting the diaphragm from the column and increasing the thickness of the diaphragm to the beam web side. In order to remove the protrusion 1A from the column of the diaphragm, it is necessary to prevent lamellar tearing by welding of the diaphragm, and it is necessary to reduce the sulfur content to 0.008% or less. Preferably, the sulfur content is reduced to 0.004% or less. The welding of the column shaft and the diaphragm, and the welding of the beam flange and the diaphragm are overlapped, and the increased thickness portion of the increased diaphragm is welded to the beam web. Otherwise, the column shaft and the welded portion of the diaphragm, and the welded portion of the beam flange and the diaphragm are separated from each other, thereby increasing the plate thickness of the diaphragm 1, so that the diaphragm weight . This is to reduce the effect of reducing the beam weight by reducing the beam height so far. In addition, even if the protrusion 1A from the column of the diaphragm is removed, it is not necessary to protrude 25 to 30 mm in the conventional manner, but to protrude up to about 10 mm in accordance with the diameter of the column, It is a category of invention.

According to a second aspect of the present invention, in the second aspect of the present invention, in the factory welding, a rectangular forced overlapping plate is placed inside the upper and lower flanges of the column side beam ends or, in field welding, And a square force damper plate is placed on the outside of the lower flange of the beam stage together with the dam damper. In the inside of the beam flange, the square rectangular force damper plate is provided by dividing the web into two sides of the web without cutting off the web in order to install the damper plate. In the present invention described in claim 1, instead of a conventional backing strip, a new concept of a forced overfitting plate according to the present invention is used as a member for stressing through a diaphragm There is novelty in utilizing. In the field welding, the damper plate is installed on the lower side of the upper flange in the upper flange portion through the diaphragm, and on the lower side of the lower flange in the lower flange, The point is that novelty. That is, there is a novelty in installing a forced overlapping metal in the factory welding construction and construction site construction with a smaller bead width at the upper and lower sides of the beam end flange welding.

According to a third aspect of the present invention, the thickness of the diaphragm is increased from the thickness of the beam web to the thickness of the beam flange plus the thickness of the steel plate overhang (preferably 5 mm or more) The minimum value that the welding bead can be placed by welding the diaphragm 4F and the diaphragm, and the allowable value of the mounting accuracy with which the beam flange 4F can be placed on the diaphragm 1. [ The thickness of each of the upper and lower diaphragms is set to be equal to or greater than the plate thickness of the beam flange plate plus the plate thickness of the steel plate overwrapping plate. The plate thickness of the beam flange plate plus the plate thickness of the steel plate wrapping plate is preferably 5 mm Or more). In addition, there is a novelty in directly connecting the forced overlapping plate to the diaphragm with the increased thickness. Of the bending moment burdens to be applied to the web, it is possible to add the portion of the web height equivalent to the thickness of the column flange directly coupled to the diaphragm and the web to the diaphragm as the bending moment load of the web.

According to a fourth aspect of the present invention as set forth in claim 1 of the present invention, one of the damper plates is improved on the beam center side of the beam flange to weld the other side of the damper plate to the beam end diaphragm or column, . This results in an increase in plate thickness of the beam flange or an increase in the web plate thickness in the width direction of the flange, resulting in an increase in the strength of the end of the beam flange or an increase in the strength of the end of the webbing, It is possible to withstand the burden, and the beam of a smaller height can be used as much. In this manner, at least the longitudinal beam end of the mandrel damper plate is welded to the beam flange end and the diaphragm end, and the end portion of the longitudinal beam center side is welded to the beam flange, particularly the center of the beam flange There is novelty. In the case of using an inner diaphragm with an increased thickness, there is a novelty in connecting the beam flange and the dam plate to the diaphragm through the thickness of the column flange in the plane of the inner diaphragm. As shown in Fig. 2, in the conventional method, since the thickness of the inner diaphragm is set to a thickness corresponding to the beam flange, a backing strip is provided inside the beam flange. The difference between the backing strip and the forced overlay member is that the backing strip is partially assembled and welded in the beam width direction at both ends with a dimension of about 25 mm in width in the beam height direction, Or a length longer than about 1/8 to 1/2 of the height of the beam, so that the welded joints having both end portions in the longitudinal direction of the forced overlapping plate are improved over the entire width. Functionally, the backing strip is intended to prevent the softness of beam welding and the like, but the reinforcing metal is intended to bear the bending moment which is a substitute for the bending moment applied to the beam web. The backing strip is normally brought into close contact with the member. However, the backing strip is made to fall off from the member of about 0.5 to 3 mm in order to improve the welding fusion and improve the detachment of the welding gas to prevent weld defect. As shown in Figs. 23 to 28, the shape of the forced overlapping plate can take a free shape such as a polygonal shape having a square or more. Further, in the present invention, it is also possible to weld to one side or both sides of the side surface of the forced overlay member partially or entirely. Welding on the side surface is effective for preventing buckling of the forced overlock member.

The width and the thickness of the rectangular forced overlapping plate are not fixed to the beam width but can arbitrarily increase the endurance of the beam end. The center of the beam flange of the forced overlapping plate is subjected to fillet welding to the butt weld to improve the thickness of the end of the overlapping plate to secure the thickness of the thickness of the overlapping plate.

By combining the first structure with the second structure, the third structure and the fourth structure, a new function that the square steel plate overlapped plate is easily installed by the first and third structures is added. The reason why the square steel damper is easy to install is that if the diaphragm does not protrude from the column, the column surface becomes flat and is easy to install. There is a method of imposing a bending moment on the web by inserting a longitudinal rib in the position of the web in the panel zone. However, this method is impractical because it is technically very difficult to weld the longitudinal ribs in the closed panel zone.

According to a second aspect of the present invention, an H-shaped steel is used instead of a square steel pipe or a round steel pipe for the column according to claim 1, and the other structure is the same as in claim 1. In the present invention, also in the H-shaped steel column, there is a novelty in that the conventional backing strip is utilized as a member for stressing, that is, a forced overlapping plate.

The structure of the present invention described in claim 3 is characterized in that, in addition to the constitution of the present invention described in claim 1 or 2, a weaving process is performed on a beam adjacent to the beam and having a smaller height, And the beam height of the beam end portion of the mass coupling portion of the zone is adjusted. The beam height is increased by performing the swaging process, but the lower flange of the beam having a small beam height is provided below the diaphragm on which the lower flange of the large beam height is installed. The bending moment load of the web can be expected by the increase of the beam height and the effect of the thick plate of the diaphragm in which the lower flange of the large beam height is installed, when the diaphragm is installed on the lower flange of the large beam height. Further, it is not essential that the small beam is provided on the lower flange of the large beam height, and if the moment acting on the end of the small beam is a sufficient value, it can be installed at any position of the diaphragm, not below the diaphragm.

The configuration of the present invention described in claim 4 is characterized in that, in addition to the configuration of the present invention as set forth in any one of claims 1 to 3, the flange of the beam stage or the damper plate, Is characterized by using a large beam flange. It is possible to increase the thickness of the beam flange plate by installing the rectangular steel plate damper plate on the inner side of the beam flange and to use the material having higher permissive stress than the beam center in the beam bracket, So that the strength is increased. If the steel plate damper plate having a high allowable stress of the square is disposed on the inside or outside of the beam flange, it is possible to make the side more secure against the stress concentration of the beam flange with a thin plate. Further, by using a beam flange having a large direct plate thickness, the endurance of the beam end flange can be further increased. There is a novelty in that when the forced overlapping plate is used, improvement of the material strength and the increase of the beam flange plate thickness against the localized location of the beam end leads to improvement of the proof strength.

According to a fifth aspect of the present invention, in addition to the structure of the present invention as set forth in any one of the first to fourth aspects, a flat steel plate, a vertical plate, or a section steel plate Or by deforming the beam in the upward direction in advance by adding a welding bead to deform the beam in the upward direction in advance so as to suppress warpage of the beam do.

According to a sixth aspect of the present invention, in addition to the configuration of the present invention described in any one of claims 1 to 5, a gap of about 0.5 to 2 mm is provided between the beam flange and the rectangular forced- do. Thus, welding dissolution of the forced overlapping plate is improved, weld gas can be prevented from coming out from the welding route, and weld defect can be prevented.

According to a seventh aspect of the present invention, in addition to the configuration of the present invention described in any one of claims 1 to 6, welding is performed from the opposite side of the beam flange subjected to welding improvement, Welding is performed on the improvement side without cutting the back surface, and the beam flange with the forced overlaying plate is joined to the diaphragm end or the column outer surface with complete fusion welding. This eliminates the need for a backing strip and an end tap when the column is leveled and the beam flange is vertically welded.

According to an eighth aspect of the present invention, in addition to the configuration of the present invention as set forth in any one of the first to seventh aspects, a backing strip having a gap of 0.5 to 4 mm with the inner surface of the column is provided on the inner surface of the column, And the end of the column is welded with a narrow improvement of a weld root gap of 0 to 4 mm.

The structure of the present invention described in claim 9 is characterized in that, in addition to the structure of the present invention described in any one of claims 1 to 8, a backing strip having a gap of 0.5 to 4 mm with the inner surface of the column is provided on the inner surface of the column, The panel part is formed of a solid steel material, that is, a solid material, and the solid material and the end of the column are welded together with a narrow improvement of the weld root gap of 0 to 4 mm. In the structure relating to the present invention, there is a novelty in that the bending moment load of the beam web by using the non-flat panel portion and the bending moment burden of the forced overlapping plate provided on the beam flange are added, and the proof stress of the beam is further increased.

According to the present invention, it is possible to (1) increase the plate thickness of the diaphragm, (2) eliminate the protrusion from the column of the diaphragm, (3) (5) an effect of providing a square force damper plate on the inside or outside of the beam flange, and (6) a longitudinal end portion of the forced damper plate by welding, and the beam end side is welded directly to the diaphragm (7) The forced overhang plate is easy to install with the same sensibility and labor as the conventional backing strip installation, and (7) the welded joint is welded to the column in the plane passing through the column thickness in the plane of the connection or diaphragm. Due to the synergistic effect of these effects, the bending moment burden effect of the beam stage becomes large. Particularly, even if welding is performed on the beam end web, it is particularly effective when the burden on the beam end web can not be expected due to the out-of-plane deformation of the column flange, that is, the skin plate.

With the above-described effect (1) alone, there is a disadvantage that the weight increases, but when it is combined with the rectangular steel plate covering plate, it has a role of transmitting stress from the beam flange. (2) has an effect of suppressing an increase in the weight of the diaphragm and an effect of facilitating processing of the beam end, and when the thickness of the diaphragm is increased toward the beam web side in the state of protrusion from the column of the diaphragm, It is necessary to perform cutting of the flange and the beam web, and complex machining can not be avoided. (3), there is an effect of suppressing the weight increase of the diaphragm and a weakening prevention by overlapping of the heat effect of the diaphragm. In (4) to (6), the increased thickness portion of the diaphragm is welded to the beam web The bending moment load bearing effect is brought about by the synergistic effect of the effect. This can replace the effect of transferring the stress applied to the beam web to the column.

By simply thickening the diaphragm and welding it to the web, the bending moment burden is not exerted outside only the thickness of the web welded directly to the diaphragm. In this case, the effect of increasing the weight of the diaphragm due to the increase in weight is reduced. By providing the square steel plate on the inner side of the beam flange, if the thickness of the diaphragm is increased by the effect of increasing the thickness of the beam flange plate, the effect of increasing the web plate thickness in the diaphragm increasing thickness portion is obtained. Therefore, the diaphragm increasing thickness effectively works. That is, the effect of claim 1 is that the beam has a bending moment load effect greater than that of a single diaphragm plate thickness increasing effect, a single web welding effect, and an effect of a single square force damper plate. In other words, each of the constitutions alone has only a slight bending moment burden on the beam. By this effect, the weight of the entire steel frame can be reduced by 5 to 15%. For example, if the steel frame weight is 1,000 ton per 10000 square meters of building floor area, weight reduction of about 100 ton is produced. This weight reduction is considered to be a very significant effect considering the size of the building and the demand for about 7 million tons of construction steel in Japan.

In the invention according to Claims 1 and 2, the beam flange is installed on the column, the beam flange is horizontally welded to the column by horizontally holding the beam flange by holding the column horizontally, or by horizontally welding the beam flange to the column Welded on both sides without gouging without a conventional backing strip. This is because the column surface is flattened by the absence of projection from the column of the diaphragm, and the beam can be easily installed.

According to the invention described in Claims 1 and 2, the following effects can be obtained. That is, there is a degree of freedom in the width, thickness, and length of the rectangular steel plate damper plate, and the shape of the beam center side edge of the damper plates does not affect the web, thereby increasing the degree of freedom. It is possible to increase the strength of the beam central portion or increase the strength of the beam end portion. If the width of the forced overlapping plate is made larger than the beam width, the stress concentration at the flange end of the beam end can be further reduced. The first and second configurations are already known and the third configuration is more effective by adding a new function that makes it easier to install the rectangular force damper of the first and second configurations by combining with the third configuration have. This is because, if the diaphragm protrudes from the column as in the prior art, it is necessary to further use welding backing strips or to add gouging work to completely weld and weld the square steel plate damper plate to the diaphragm, which is unnecessary.

According to the invention described in claim 3, in addition to the effects of the invention described in claim 1 or 2, the following effects can be obtained. It is possible to omit the diaphragm provided on the lower flange of the beam with a smaller beam height and welding thereof and to improve the appearance by gathering the beam lower flange of the mass coupling portion on one diaphragm, The beam height is improved, and the section modulus of the beam end is increased to improve the proof stress. In the case of using a spring, it is necessary to take a sufficient long length so that the tangent end of the center of the beam does not exceed the allowable stress of the beam. This also applies to the length of the forced overlapping plate.

According to the invention described in claim 4, in addition to the effects of the invention described in claim 1 or 2 or 3, the following effects can be obtained. By increasing the allowable stress of the beam or the forced overhang, these plate thicknesses can be made thinner, or they can withstand higher stresses. In addition to the possibility of exceeding the allowable stress for stress concentration at low permissible stresses, The more secure side is. By making the allowable stress level of the beam flange high, it is possible to make the beam abutment portion close to or equal to or higher than the proof stress of the beam of a larger beam height without raising the beam height.

According to the invention described in claim 5, in addition to the effects of the invention described in claim 1 or 2 or 3 or 4, the following effects can be obtained. It is possible to weld the flat steel plate, the plate or the section steel to the upper or lower surface of the central portion of the beam length, heat the steel plate to the lower surface of the central portion of the beam length, or weld the steel plate to deform the beam in the upward direction in advance. There is an effect of preventing an increase in the warp of the beam due to the reduction of the beam height.

BRIEF DESCRIPTION OF THE DRAWINGS Fig.
2 is a detailed cross-sectional view of a beam end joint using a scallop of a conventional mass joint.
Fig. 3 is a detailed cross-sectional view of a beam end joint of a non-scallop that does not use a scallop of a conventional dose joint.
4 is a cross-sectional explanatory cross-sectional view of the splice junction panel.
5 is a cross-sectional view of the installation state of the rectangular reinforced damper plate on the inside of the beam.
6 is a cross-sectional view of an installation welding situation inside a beam of a rectangular reinforced damper plate.
7 is a cross-sectional view of a situation in which the beam inner flange of the rectangular forced overhang plate is welded to the beam flange by butt welding.
Fig. 8 is a cross-sectional view of an installation state of a square reinforcing damper plate on the inside of a beam when slot welding is employed as a pillar assembly method. Fig.
Fig. 9 is a sectional view of the installation state of the square reinforcing damper plate on the inside of the beam when a dropping inner diaphragm is used as a pillar assembly method. Fig.
10 is a horizontal cross-sectional view of the center portion of the web of the fuel supply connection portion showing the installation state of the forced overlapping plate.
11 is a cross-sectional view of an embodiment in case of performing field welding.
Fig. 12 is a top view, a front view and a side view showing an example of the installation of a forced overlapping plate on a beam flange provided on a passage diaphragm on the side of a strong axis of an H-shaped steel column. Fig.
13 is a top view, a front view, and a side view showing an example of the installation of a forced overlapping plate on a beam flange provided on a passing diaphragm on the weak axis side of the H-shaped steel column.
14 is a top view, a front view, and a side view showing an example of the installation of a forced overlapping plate on a beam flange provided on the strong axis side of an H-shaped steel column panel of an inner diaphragm type.
Fig. 15 is a cross-sectional view of the beam diaphragm in which the beam end lower flanges of a plurality of fuel mass junctions are mounted on the same diaphragm by performing a tuck machining process at the beam end.
Fig. 16 is an explanatory diagram for preventing bending due to the presence of the steel center beam. Fig.
Fig. 17 is an explanatory diagram for preventing bending due to welding and growing of a steel center beam. Fig.
Fig. 18 is an explanatory cross-sectional view for explaining prevention of warping by welding and cultivation of a steel center beam, that is, a case where a flat steel plate, a plate or a section steel is welded to an upper surface or a lower surface of a beam at the center of the beam length.
Fig. 19 is a cross-sectional view of an installation welding situation inside a beam with a gap of a rectangular force damper plate. Fig.
20 is a cross-sectional explanatory view in which a backing strip is installed in a pillar assembly with a clearance being provided with respect to the inner surface of the pillar.
21 is a cross-sectional explanatory view when a solid-type panel is used to assemble the column.
22 is an explanatory view of the center of the web being cut by the length of the rectangular steel plate damper plate, and in the field, the beam flange is passed through the cut portion to assemble the mass coupling portion.
23 is an explanatory diagram of the size of a rectangular force damper plate provided below the lower flange.
24 is an explanatory diagram of the shape of the forced overlapping plate provided below the lower flange and the shape of the forced overlapping plate provided inside the beam flange.
25 is an explanatory diagram of the shape of the forced overlapping plate provided below the lower flange and the shape of the forced overlapping plate provided inside the beam flange.
26 is an explanatory diagram of the shape of the forced overlapping plate provided below the lower flange and the shape of the forced overlapping plate provided inside the beam flange.
Fig. 27 is an explanatory diagram of the shape of the forced overlapping plate provided below the lower flange and the shape of the forced overlapping plate provided inside the beam flange.
Fig. 28 is an explanatory diagram of the shape of the forced overlapping plate provided below the lower flange and the shape of the forced overlapping plate provided inside the beam flange;
29 is an explanatory diagram of the ultrasonic inspection of the welded joint of the diaphragm of the beam end flange and the forced overlapping plate.
30 is a cross-sectional view showing a state in which the forced overlap plate is previously bent to the side of the beam flange and is provided inside the beam flange.
31 is an explanatory view showing that the width of the forced overlapping plate is made narrower than the width of the beam flange when the forced overlapping plate is installed on the beam flange so as not to reach the side of the beam flange at the time of welding at the beam center side of the forced overlapping plate to be.
Fig. 32 is a sectional view showing a state in which when the width of the forced overlapping plate is equal to the width of the beam flange in the case where the forced overlapping plate is installed on the beam flange, Fig.
Fig. 33 is a sectional view showing a state in which when the width of the forced overlapping plate is equal to the width of the beam flange, the center of the beam of the forced overlapping plate is cut off when the forced overlapping plate is installed on the beam flange, So that it does not reach the side face of the beam flange.

Hereinafter, embodiments of the present invention will be described.

5 shows an example of an embodiment of the present invention according to the first aspect of the present invention in which the projections from the column 5 of the diaphragm 1 are removed and the plate thickness 1t of the diaphragm 1 The welded portion 7 of the column shaft 5 and the diaphragm 1 and the welded portion 7 of the diaphragm 1 and the beam flange 4F are overlapped and bonded to each other, Shows an example in which at least the corresponding increased thickness portion of the diaphragm 1, which is increased by 5 mm or more than the thickness of the beam flange plus the plate thickness of the steel plate wrapping plate, is welded to the beam web. Fig. 5 shows a case where a square steel sheathing roof 10RP is placed on both sides of the web 3 at the inner side of the upper and lower flanges 4F of the beam end and the plate thickness 1t of the diaphragm is positioned inside the upper and lower flanges By welding at least the center side of the beam flange and the beam end side by increasing the thickness of the overlapping plate 10RP to more than the thickness of the overlapping plate 10RP so that a part of the bending moment applied to the beam is welded to the beam web, (10RP) of the rectangular steel plate. In this embodiment, although the welding method is not specified, usually, the welding 7 of the beam end flange is a double side butt welding in which there is no backing strip, and as shown in Fig. 6, And the installation weld 9W to the diaphragm is by butt welding with improvement. The weld 9W on the center side of the beam of the steel plate damper 10RP may be fillet weld 9W. As shown in Fig. 7, the installation welding of the steel plate auxiliary roof 10RP has a neck thickness 9t equal to or greater than its plate thickness 10t when the improvement angle is 35 to 55 degrees. In this case, the tensile strength equivalent to the butt welded joint of the plate thickness of 10t was obtained by the joint tensile test. The width of the steel plate damper 10RP is not particularly limited, but is usually equal to, or smaller than or larger than 1/2 of the beam flange 4F. It is also possible to fillet-weld the side face of the rectangular steel plate damper plate 10RP with a rectangular or trapezoidal shape to the beam flange 4F. The plate thickness 10t of the rectangular steel plate 10RP is preferably at least 15% of the plate thickness of the beam flange 4F. In general, the length of the rectangular steel plate 10RP in the beam axis direction is at least 1/8 of the beam height, preferably at least one half of the height of the web or the height of the beam. This rectangular steel plate damper plate 10RP is formed by welding both ends of the steel plate damper plate 10RP so that the so-called backing strip is enlarged and the stress applied to the beam flange is sufficiently transmitted.

In this embodiment, (1) the effect of increasing the plate thickness of the diaphragm, (2) the effect of eliminating the protrusion from the column of the diaphragm, (3) the effect of overlapping the welds, and (4) (5) the effect of providing a quadrangular steel plate on the inside or outside of the beam flange, and (6) the effect of being installed by the same sense and labor as in the conventional backing strip installation. The effect of bending moment burden is remarkable due to the synergistic effect of these effects.

In the present embodiment, the welding of the beam ends to the diaphragm can be performed by butt welding, both side welding, or one side welding. In the case of welding on both sides, either or both of gouging may be performed. In addition, it is also possible that a rectangular steel plate damper plate 10RP having a rectangular or trapezoidal shape at the beam end is previously installed at the factory and welded to the steel plate damper plate 10RP at the construction site, It is also possible to install the plate 10RP and weld the diaphragm, the beam flange, the beam flange, and the steel plate damper plate 10RP at the construction site. A gap of about 0.5 to 2 mm, preferably about 1 mm, is provided between the beam flange and the rectangular reinforcing damper plate, so that the tip of the rectangular backing strip is released to weld the rectangular backing strip to the beam flange And the welding gas from the gap tends to escape. As a result, weld defects such as blowholes and insufficient dissolution become less likely to occur. Further, by moving the tip end of the rectangular backing strip on the beam end side from the beam end to the beam center side by about 1 to 4 mm, weld fusion of the beam end flange is improved, and insufficient dissolution is hardly caused.

It is preferable that the thickness of the folding plate is usually at least 6 mm from the weldability and the detectable thickness of the ultrasonic wave. Further, the plate thickness of the damper plate is about 20% of the beam flange in order to load only the bending moment of the web front end face. This is because, if there is 20%, it is revealed by the calculation of the finite element method, because the bending moment load of the web can be supplemented. A plate thickness of 9 mm to 15 mm is used for improving the bending moment applied to the beam end over the bending moment of the web front end face. In this case, the increased thickness of the diaphragm toward the inside of the beam flange is preferably at least 5 mm from the thickness of the damper plate necessary for welding the thickness of the additional flange of the beam flange plus the diameter of the weld metal, The upper limit of the thickness is 20% of the plate thickness of the diaphragm plus the weld metal. The web height is a value obtained by subtracting the beam flange thickness from the beam height. The length of the forced overlap plate in the beam axis direction is about 1/8 of the beam height from the simplicity, It is about 1/2 of the height. This is because until the state of the section modulus of the beam front face and the state of the secondary moment of the section become from the state of the non-burdening of the bending moment of the web of the beam end, that is, A half of the web height needs to reach the beam center.

8 shows an example of an embodiment of the present invention as set forth in claim 1, wherein the diaphragm 1U is used as the diaphragm 1U, and the inner diaphragm 1U is inserted into the square steel pipe column or the round steel pipe column by about 1 to 10 mm , A method of welding the column 5P and the diaphragm 1U at the same time by welding an improvement of the groove shape surrounded by the end portion of the diaphragm 1 and the end of the square steel pipe is referred to as a slot method, And the beam flange 4F and the forced overlapping plate 10RP are butt-welded to each other. The beam center side end of the forced overhang 10RP is subjected to butt welding with beam flange and fillet weld or improvement.

Fig. 9 shows an example of an embodiment of the present invention described in claim 1. Fig. In the present embodiment, the diaphragm 1U is used as the diaphragm 1U, and the inner diaphragm 1U is dropped at the height position of the beam flange in the square steel pipe column or the round steel pipe column so that the backing strip 10, and the beam flange 4F and the forced overlap plate 10RP are butt welded in the plane of the inner diaphragm. The beam center side end of the forced overhang 10RP is subjected to butt weld 9W with fillet weld and fillet welds.

Fig. 10 shows a horizontal section of the center portion of the web of the fuel amount abutment portion, which shows the installation state of the forced overturning plate 10RP, as an example of the embodiment of the present invention described in Claim 1. Fig. Both end portions of the forced overlapping plate 10RP are welded (9W) at the column side and the beam center side. The side surface of the forced overlapping plate 10RP can also be welded as required.

As an example of the embodiment of the present invention described in claim 1, an example in which a rectangular reinforced damper plate is placed inside of an upper flange of a beam stage and a rectangular reinforced damper plate is put on the outside of a lower flange of a beam stage together with a dam . Fig. 11 shows a cross-sectional view of an embodiment in case of performing field welding using the forced overlapping plate 10RP. In the present example, a forced overlapping plate 10RP is installed in the factory in advance at the lower side of the upper flange and the lower flange at the center of the beam, and a backing strip is placed under the forced overlapping plate 10RP Fig. As an application in this case, a forced overhang plate 10RP is pre-welded to the column or the diaphragm in advance in the factory. In the construction site, the forced overhang plate 10RP is used as a backing strip, It is also possible to weld the center of the beam of the overlapping plate 10RP to the beam flange and then perform the butt welding 7 between the column 5P and the beam end 4F.

Figs. 12 to 14 show an embodiment of the present invention described in claim 2. In these drawings, a welded portion obtained by joining a passing diaphragm 1, which does not protrude from the column, to an H-shaped steel column 5H, and a welded portion obtained by joining a welded portion of the H-shaped steel beam flange to the diaphragm, In a steel main beam joint where a beam flange is directly welded to an H-shaped steel column, or an H-shaped steel beam is joined to an inner diaphragm, and an H-shaped steel beam flange is joined to an in-plane extension of the diaphragm, Or the upper and lower diaphragms have plate thicknesses equal to or more than the plate thickness of the beam flange plate plus the thickness of the overlapping plates by at least one of the overlapping plates Welded to the beam center of the beam flange and welded to the beam end diaphragm or column by welding the other end of the damper plate to the beam end side diaphragm or column, That in which the bending moment, the beam portion or all or more of the bending moment to be imposed on the web only, shows a Drinking junction structure, comprising a step of pressure at that stage beam flange and force the art Gusset plate rectangle.

Fig. 12 shows an example of the installation of the forced overturning plate 10RP on the beam flange 4 provided on the passage diaphragm 1 on the strong axis side of the H-shaped steel column 5H. In this example, since the web 3 of the column 5H and the web 3 of the beam 4 exist in the same plane, the web of the beam can bear the bending moment, but by installing the forced overlapping plate 10RP , A larger section modulus is ensured in the beam (4). In addition, even when the beam 4 is scalloped, it is possible to secure the section modulus of the beam not less than the non-scallop.

Fig. 13 shows an example of the installation of a forced overlapping plate on a beam flange provided in a passage diaphragm on the side of a weak axis of an H-shaped steel column. In this example, since the stiffener 18 of the column 5H and the web 3 of the beam 4 exist in the same plane, the web of the beam can bear the bending moment, but by installing the forced overlapping plate 10RP , A larger section modulus is ensured in the beam (4). Even if the beam 4 is scalloped, it is possible to secure the section modulus of the beam not less than the non-scallop.

Fig. 14 shows an example of the installation of a forced overlapping plate on a beam flange provided on the strong axis side of an H-shaped steel column panel of an inner diaphragm type. Shows an example of the installation of the forced overturning plate 10RP on the beam flange 4 provided in the surface of the inner diaphragm 1U on the strong axis side of the H-shaped steel column 5H. In this example, since the web 3 of the column 5H and the web 3 of the beam 4 exist in the same plane, the web of the beam can bear the bending moment, but by installing the forced overlapping plate 10RP , A larger section modulus is ensured in the beam (4). In addition, even when the beam 4 is scalloped, it is possible to secure the section modulus of the beam not less than the non-scallop.

Fig. 15 shows an example of an embodiment of the present invention according to the first or second aspect of the present invention. In Fig. 15, a beam 4 having a smaller height is adjacent to a larger beam 4L in the same mass junction, And a plurality of beam end lower flanges of the mass coupling portion are installed in the same diaphragm 1. If the section modulus is insufficient, the forced overhang plate may be installed inside or outside the beam flange in accordance with claim 1 or 2, do.

As an embodiment of the present invention as set forth in claim 4, in the invention according to claim 1, 2, or 3, an allowable stress degree is higher than a beam center part, for example, 400 N / mm 2 grade steel, on a flange or an overhang plate of a beam stage or both High-strength steel, for example, 490 to 600 N / mm 2. A part of the beam flange 4F of the beam stage may be changed or a part of the beam bracket 4K may be replaced with the flange 4B of the thick plate in the beam flange 4B in which the plate thickness of the beam flange 4F of the beam stage is made larger than the beam center portion. .

Fig. 16 shows an embodiment of the invention according to any one of the first to fourth aspects of the present invention, in which a member such as a flat steel plate, a plate or a section steel 16 is provided on the upper or lower surface of the center of the beam length Welded joint or welded on the lower surface of the center of the beam length or by adding a welding bead 19 to deform the beam in the upward direction in advance. Fig. 17 shows an increase / decrease in the amount of the upset weld bead 19 depending on the degree of warpage deformation. 16 and 17, in addition to the invention according to Claims 1 to 4, the structure of the present invention described in Claim 5 is a structure in which the beam 4C at the central portion of the beam length is formed into a flat, 16 or by welding or welding the lower surface of the central portion of the beam length by heat welding or welding to deform the beam in the upward direction in advance so as to suppress the warping of the beam. When these members are provided on the upper surface of the beam flange, they may be used for fixing the concrete of the bottom slab to the center of the beam width. If these members are installed on the bottom surface of the beam flange, it is sufficient to weld both ends in the direction of the beam axis.

18 shows an embodiment of the present invention according to any one of the first to fifth aspects of the present invention, in which between 0.5 and 2 mm between the beam flange 4F and the rectangular forced overhang 10RP (A) is provided on the outer circumferential surface. If there is no or little gap (A), melting of the weld to the weld root portion is deteriorated. If it is too large, formation of weld bead is difficult. If a clearance of about 0.5 mm to about 2 mm, preferably about 1 mm, is secured in the gap A, it is easy to ensure dissolution of welding to the weld root portion, and the weld gas can easily escape from the gap, .

Fig. 19 is a plan view showing a welded portion of the welding flange on the opposite side of the beam flange 4F on which welding is performed, that is, Welding 7W is carried out from the side of the reinforcing dam 10RP and the welding flange 4F of the reinforcing damper plate 10RP and the diaphragm 1 Or the outer surface of the column 5 is welded by a completely melting welding.

Fig. 20 is a plan view of the pillar according to the present invention. Fig. 20 is a plan view of the pillar according to the present invention. After the backing strip 10U is installed on the inner surface of the column with a gap therebetween, the passage diaphragm without protrusion from the column and the end of the column are secured to a welding route gap of 0 to 5 mm, preferably about 3 mm, In the case of the present invention.

Fig. 21 shows an embodiment of the present invention according to claim 9, wherein a backing strip 10U having a clearance of 0.5 to 4 mm with the inner surface of the column is provided on the inner surface of the column The solid material 20 and the columnar end 2 are welded together with a narrow improvement of the weld root gap of 0 to 4 mm after forming the mass jointed panel portion with the solid steel material 20, Shows the joint structure. The rolled steel sheet, the forgings and the casting material may be used as the non-rolled material, and the non-rolled material may be assembled from a plurality of members welded together and integrated.

In the invention as set forth in claim 1, in the case of employing a method of manufacturing a mass joint portion in which a rectangular steel plate damper plate is placed on both sides of a web from the inside of upper and lower flanges of a beam end in advance in a construction site welding work, When the beam is inserted between the columns, the quadrangular steel plate touches the web, resulting in difficulty. If the rectangular steel plate is welded in advance to the inside of the beam flange, the welding gap between the column and the beam end becomes too large and the welding amount increases. In the case where the rectangular steel plate damper plate 10RP is installed in the factory in advance in the diaphragm and the diaphragm, the beam flange, the beam flange and the steel plate damper plate 10RP are welded to each other at the construction site, the rectangular steel plate damper plate 10RP , The center of the web is cut by the length of the rectangular steel plate overhang plate 10RP as shown in Fig. 22, and in the field, a beam flange is passed through the cut portion, .

In the invention according to claim 1, the steel plate damper plate 9 provided below the lower flange can be larger or smaller than the width of the beam flange 4F as shown in Fig.

In the invention according to claim 1, as shown in Figs. 24 to 28, the steel plate overwrap plate 10RP provided on the inner side of the upper and lower flanges and the steel plate wrapping plate 9 provided on the lower side of the lower flange are made of any It can be polygonal.

In the invention described in Claims 1 to 9, as shown in the explanatory diagram of the welded joint portions 7 and 9W of the beam end flange 4F and the forced overlapping plate 10RP with the diaphragm 1, , The conventional backing strip and the cover plate do not exist, so that the ultrasonic beam 22 can be easily passed through the welded portion without being hindered.

In the invention according to claims 1 to 9, the average generation stress obtained by removing the stress concentration of the beam flange 4F and the end portion of the beam of the force damper plate shown in Fig. 6 is smaller than the average generation stress of the beam center- The thickness 10t and the length 10L of the forced overturning plate 9 are set so that the average stress of the beam flange 4F of the fork 1 is smaller than the average stress of the beam flange 4F alone. This makes it difficult to buckle the beam flange 4F and the forced overturning plate 9 at the beam end.

30, the forced overturning plate 9K is bent into a "H" shape so as to maintain the gap between the flange 9F and the beam flange 4F at 1 to 2 mm at both ends thereof, Even if a compressive load is applied to the forced overhang plate 9K, deformation thereof occurs on the side of the beam flange, so that buckling of the forced overturn plate 9K such as falling from the beam flange is difficult to occur. In addition, the bending of the " He " may be performed by bending two or more times, or may be performed by an arc or an ellipse.

31, the width of the forced overturning plate 9 is set to be greater than the width of the beam flange 4F in the case of mounting the forced overturning plate 9 on the beam flange 4F. In this case, So that it does not reach the side face of the beam flange 4F at the welder on the beam center side of the forced overturning plate 9. [ This is to prevent the side of the beam flange from cutting off into weld heat.

32, the width of the forced overturning plate 9 is set to be greater than the width of the beam flange 4F in the case of mounting the forced overturning plate 9 on the beam flange 4F, as shown in FIG. Even if it is the same as the width of the beam flange 4F, it does not reach the side of the beam flange 4F at the welder on the beam center side of the forced overturning plate 9. [ This is to prevent the side of the beam flange from cutting off into weld heat.

33, in the case of being provided on the beam flange 4F of the forced overturning plate 9, the corner on the beam center side of the forced overturning plate 9 is cut off Even when the width of the forced overlapping plate 9 is equal to the width of the beam flange 4F, it does not reach the side face of the beam flange 4F at the welding of the center of the beam of the forced overlapping plate 9. [ This is to prevent the side of the beam flange from cutting off into weld heat. In addition, instead of cutting off the corners of the forced overturning plate 9, a blind notch is inserted in the vicinity of the center of the beam of the forced overturning plate 9 to act on the beam flange side of the beam center- Stress concentration can be mitigated.

1: Diaphragm 1A: Extrusion of the diaphragm
1U: Inner diaphragm 2: Panel
2Z: A generic term for a combination of diaphragm and column short tube in the panel zone.
3: web 3a: web-free length
3b: web burden length 3W: web setting welded part
3tW: web plate thickness 4: beam
4B: Plate beam flange 4bf: Beam flange width
4C: center beam 4F: beam flange
4L: beam on the larger side 4M: beam bending moment distribution
4H: Stud cut beam flange 4K: Beam bracket
4tf: Beam flange plate thickness 5: Column shaft
5P: Square steel pipe column or round steel pipe column
5H: H-shaped steel beam 6: Column / diaphragm weld
7: Beam flange / diaphragm weld
7B: Welding of thick plate beam flange and thin plate beam flange
7F: Welding of thick plate beam flange and beam web
7U: inner diaphragm and welded part inside column
8: Assembly welding
9: Forced deck plate installed on the beam flange
9K: Forced folding plate bended in a hexagonal shape
9W: Forced Overlock Plate Weldment
9S: slot weld
9t: Thickness of welded part of forced overhang
10: Backing strip 10U: Backing strip
10RP: Forced damper plate installed inside the beam flange
10FP: Forced overhang plate installed outside the beam flange
10t: Plate thickness of forced overhang plate 10L: Length of forced overhang plate
11: Scallop 11N: Non-scallop
12: Out-of-plane deformation
13: Flow of stress at the beam end when the beam bending moment is supported by the panel
14: Hooked beam flange
15: beam flange with increased thickness
16: a member such as a flat plate, a plate or a section welded to the upper or lower surface of the longitudinal center portion
17: gusset plate 18: stiffener
19: Brewing weld bead
20: Solid material, that is,
21: Ultrasonic probe 22: Ultrasonic beam direction
23: Ultrasonic probe wire

Claims (9)

A diaphragm column or a round steel pipe column is welded and joined with a passing diaphragm without projection from the column and a welded portion where the diaphragm is welded to the H-shaped steel beam flange are overlapped with each other or a rectangular steel pipe column or a round steel pipe column An inner diaphragm is welded and joined to form an H-shaped steel beam flange on the in-plane extension line of the diaphragm,
The forced overlapping plate is placed on the upper or lower surface of the beam to be the welding root side of the upper and lower flanges of the column side beam ends,
The thickness of each of the upper and lower diaphragms is set to be equal to or greater than the plate thickness of the beam flange plate plus the thickness of the overlying dam plate,
At least one of the damper plates is welded to the center of the beam of the beam flange to weld the other end of the damper plate to the beam end diaphragm or the column surface on the inboard extension line. Mass connection structure. The H-shaped steel column is welded to the H-shaped steel beam flange with the welded portion of the diaphragm welded to the H-shaped steel column, or the beam flange is directly welded to the H-shaped steel column Or an inner diaphragm is joined to an H-shaped steel column to join the H-shaped steel beam flange to the H-shaped steel column surface on the in-plane extension line of the diaphragm,
A rectangular forced overlapping plate is placed on the upper or lower surface of the beam to be the welding root side of the upper and lower flanges of the column side beam ends,
The thickness of each of the upper and lower diaphragms is set to be equal to or greater than the thickness of the beam flange plate plus the thickness of the corresponding overturning plate,
At least one of the forcible damper plates is improved on the beam center side of the beam flange, and the other of the forcible damper plates is welded to the beam end diaphragm or the column surface on the in-plane extension line by weld- . 3. The method according to claim 1 or 2,
And a plurality of beam end lower flanges of the mass coupling portion are installed in the same diaphragm by performing a witching process on a beam of the other smaller height adjacent to the one beam at the same mass coupling portion. 3. The method according to claim 1 or 2,
Characterized in that a steel material having a higher allowable stress or a larger plate thickness than the beam center portion is used for the flange or the forced overhang plate of the beam stage or both. 3. The method according to claim 1 or 2,
Wherein the beam is welded to the upper surface or the lower surface of the central portion of the beam length by welding to the lower surface of the central portion of the beam length or welded with beads to deform the beam in the upward direction in advance, rescue. 3. The method according to claim 1 or 2,
Wherein a gap of about 0.5 mm to about 2 mm is provided between the beam flange and the rectangular forced overhang plate. 3. The method according to claim 1 or 2,
Welding is performed from the opposite side of the beam flange subjected to the welding improvement without the conventional backing strip and the weld bead is projected on the improvement side and welding is performed on the improvement side without rear side cutting to form the beam flange with the forced over- And the outer surface of the column is completely melted and joined by welding. 3. The method according to claim 1 or 2,
A backing strip having a gap of 0.5 to 4 mm with respect to the inner surface of the column is provided on the inner surface of the column and the passing diaphragm without protrusion from the column and the end of the column are welded together with a narrow improvement in weld root gap of 0 to 4 mm . 3. The method according to claim 1 or 2,
Characterized in that the mass jointed panel portion is formed of a solid steel material and the solid material and the end of the column are welded together with a narrow improvement in weld root gap of 0 to 4 mm.
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JP2016176216A (en) * 2015-03-19 2016-10-06 前田建設工業株式会社 Joint device, joint structure, and joint method for joint section
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