WO1998036134A1 - Joint pour structure acier, et structure combinee utilisant les memes joints pour structure acier - Google Patents

Joint pour structure acier, et structure combinee utilisant les memes joints pour structure acier Download PDF

Info

Publication number
WO1998036134A1
WO1998036134A1 PCT/JP1998/000524 JP9800524W WO9836134A1 WO 1998036134 A1 WO1998036134 A1 WO 1998036134A1 JP 9800524 W JP9800524 W JP 9800524W WO 9836134 A1 WO9836134 A1 WO 9836134A1
Authority
WO
WIPO (PCT)
Prior art keywords
joint
diaphragm
steel
steel structure
column
Prior art date
Application number
PCT/JP1998/000524
Other languages
English (en)
Japanese (ja)
Inventor
Masamitsu Tanaka
Original Assignee
Tanaka Steel Workshop
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Priority claimed from JP29444297A external-priority patent/JPH11131591A/ja
Application filed by Tanaka Steel Workshop filed Critical Tanaka Steel Workshop
Publication of WO1998036134A1 publication Critical patent/WO1998036134A1/fr

Links

Classifications

    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/0645—Shear reinforcements, e.g. shearheads for floor slabs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • 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
    • E04B2001/2406—Connection nodes
    • 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
    • E04B2001/2448—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
    • E04B2001/2466—Details of the elongated load-supporting parts
    • E04B2001/2478—Profile filled with concrete
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/32—Columns; Pillars; Struts of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/0627—Three-dimensional reinforcements composed of a prefabricated reinforcing mat combined with reinforcing elements protruding out of the plane of the mat

Definitions

  • the present invention relates to a joint for a steel structure, which is generally called a connection, and a joint structure for a steel structure using the joint.
  • steel frames S
  • reinforced concrete RC
  • SRC steel-framed reinforced concrete
  • steel and steel-framed reinforced concrete can be manufactured in the factory in most of the columns and beams, and can be built in a short period of time because there is little work on site. It became so.
  • the technique that requires special technology is the joint between columns and beams, and joints are made using joints for steel structures that are generally called connections.
  • the so-called beam-to-column connection method using a column as a column and H-shaped copper (including a built-up H-shaped copper) as a beam member is generally known as a through-diaphragm method, inner diaphragm, or outer diaphragm.
  • the format is known.
  • the column is cut at the upper and lower flange positions of the beam member, and a diaphragm 40 to 5 O mm larger than the outer diameter of the column is inserted into this section, and the flange of the beam member is welded to this diaphragm
  • the web of the sword member is welded directly to the column and integrated.
  • This method fits well with the outer wall of ALC, etc., and is often used.On the other hand, as a processing problem, it is necessary to cut the column at several points and re-use it as a single pillar. There are problems that it is difficult to center the column, the number of processing steps is large, and the welding amount is large compared to other methods.
  • the column is cut once near the center of the beam material, the diaphragm is welded inside the column at the upper and lower flanges of the beam, the column is integrated again, and this is used as a beam member.
  • This is a welding method.
  • This cannot be adopted when the column diameters of the upper floor and the lower floor are different, and welding becomes difficult if the inner diaphragm mounting depth exceeds the column diameter.
  • There are problems such as receiving.
  • the outer diaphragm method is also called the column penetration method, in which the width of the flange of the beam member is increased without cutting the column at all, or the diaphragm is attached to the outer surface of the column at the flange position of the beam member. It is difficult to reinforce the inside of the column, and the flow of stress is more complicated than other methods.
  • the flange of the beam member is welded to the diaphragm, and the web of the beam member is welded to the column.
  • bolts are mainly used to join the web part that resists shearing force, but all of the upper and lower flanges that resist bending stress are welded, and the same applies to the upper and lower diaphragms and columns of the connection Are joined by welding.
  • FIG. 20 is a side view showing an example of a joining structure using a conventional through-diaphragm system
  • FIG. 21 is a plan view of FIG.
  • reference numeral 23 1 denotes a prism (column)
  • reference numeral 23 2 denotes a lower diaphragm
  • the entire upper surface of the prism 23 1 is joined by welding.
  • Numeral 2 34 shows the groove of the welding of the prism.
  • 2 3 5 is a prism core having the same external dimensions as the prism 2 3 1
  • 2 3 6 is a groove for welding the prism core 2 3 5 and the lower diaphragm 2 3 2
  • 2 3 7 is a welded portion is there.
  • 2 3 8 is the upper diaphragm
  • 2 3 9 is the prism core capital 2 3 5 and the upper diaphragm
  • the reference portion of the prism core portion 235 for welding the members 238 and 240 are the welded portions thereof.
  • 2 4 1 is a capital prism
  • 2 4 2 is a groove formed in the upper prism 2 4 1
  • 2 4 3 is a weld between the upper surface of the upper diaphragm 2 3 8 and the surrounding area of the upper prism 2 4 1 Welds are shown.
  • the lower part of the lower diaphragm 23 that is, the welded part 23 3 with the lower prism 23 1 to the welded part 24 of the upper diaphragm 23 8 including the prism core 23 5
  • the dimensions are the same as those of the beam of the connection part 244 made of H-shaped copper.
  • 2 4 5 is a welded portion between the lower groove 2 4 6 of the connection 2 4 4 and the lower diaphragm 2 3
  • 2 4 7 is an upper groove of the connection 2 4 4
  • 2 4 8 is an upper portion
  • the welded part with the diaphragm 238 is shown.
  • Reference numeral 249 denotes a welded portion between the prismatic core portion 235 and the connection portion 244, and an end face of the prismatic core portion 235, that is, a welded portion between the prismatic core portion 235 and the connection portion 244.
  • the dimension from 249 to the top end 250 of the connection is generally around 80 cm to lm.
  • the prism 2 3 1 and the lower diaphragm 2 3 2, the prism core 2 3 5, the upper diaphragm 2 3 8, and the connection 2 4 4 are welded in the factory, and after that they are assembled by on-site assembly.
  • the beam 25 made of an H-section steel is composed of an upper base plate 252, a lower base plate 253, and a side base plate 254, and these base plates 25 2, 25 3 and 2
  • the upper and lower, and the left and right sides of the H-shaped steel are connected to each other by a plurality of bolts, nuts, and washers.
  • the lower through-diaphragm 2 32 and the upper diaphragm 2 38 located on the upper surface of the prism 2 3 1 and the prism core 2 3 5 have the same dimensions, respectively, and the prisms 2 3 1, 2 4 1 and 2 It is welded at the welds 2 3 3, 2 3 7, 2 4 0, 2 4 3 around the prismatic core 2 3 5, and the connection 2 4 4 is connected to the upper diaphragm 2 3 8. It is welded at the welded portion 248, the welded portion 245 with the lower diaphragm 232, and the welded portion 249 with the prismatic core 235.
  • the shaking during an earthquake can be divided into two major categories: vertical shaking and horizontal shaking.
  • the breakage of the weld between the joint and the column is mainly caused by the horizontal shaking, and the joint and the beam.
  • the fracture of the welded portion is mainly caused by vertical pitching.
  • the problem to be solved by the present invention is to provide a joining means which has a relatively simple structure and does not cause sudden breakage even when a breaking load is applied such as during an earthquake. Disclosure of the invention
  • the boiled invention of the present invention is based on a fundamental study of a column-beam joint structure. Instead of joining with the diaphragm, the diaphragm and bolt joints were cut out from one sheet of steel, and the idea was to adopt a structure in which the extension of the diaphragm and the beam were bolted together in the field. Even so, we have completed a joint structure that does not suddenly break.
  • the present invention relates to a joint for a steel structure which is arranged between an upper column and a lower column and is used for joining the column and the beam member, wherein the upper diaphragm and the lower column joined to the lower surface of the upper column.
  • a lower diaphragm joined to the upper surface of the lower diaphragm, a connection core having a smaller cross section than the upper diaphragm and the lower diaphragm, and having a length corresponding to the beam of the beam member; and between the upper diaphragm and the lower diaphragm.
  • a gusset plate the periphery of which is fixed to at least the connection core, and a bolt hole for joining with the beam member is formed in the upper diaphragm, the lower diaphragm, and the gusset plate.
  • the upper and lower diaphragms and the upper and lower flanges of the beam member can be joined by bolt joining, and even when a load greater than the design load is applied, such as in a huge ground, the welded portion is not welded.
  • the splice plate slips through the splice plate and the through-diaphragm and the beam material without sudden breakage, and then breaks due to ductile fracture of any of the flange, splice plate, and port of the beam member. In this way, slippage, or deformation, occurs before the fracture, which absorbs the load and prevents sudden fractures such as welds, thereby obtaining a highly reliable joint structure. be able to.
  • connection core a conventionally used column type having a rectangular cross section or an H-shaped copper component can be used, and further, an H-shaped copper is used as the beam member.
  • the term “constituent element” refers to a column type in which a plate (gusset plate) for joining with a web of a beam is provided on the side surface of a column having a rectangular cross section. In the case of steel, this means including a shape as if a pair of H-shapes were crossed at the web portion.
  • the joint structure between the through-diaphragm body and the beam member made of H-section steel is characterized in that at least the upper and lower diaphragms and the upper and lower flanges of the beam member are joined by bolt joining.
  • the upper and lower diaphragms, the upper and lower flanges of the beam member, and the web of the beam member and the connection core are all joined by bolts.
  • the weakest part in the joint structure is a bolt joint, and when a load greater than the design load is applied, the splice plate and the through diaphragm and the beam member are joined so that slippage occurs. Therefore, when a destructive load is applied, the beam is broken by ductile fracture of any of the flange, splice plate and bolt of the beam member.
  • Another aspect of the present invention is a joint for a steel structure, which is arranged between an upper pillar and a lower pillar made of a steel pipe and is used for joining the pillar and the beam member, and is joined to a lower surface of the upper pillar.
  • a gusset plate arranged between the diaphragms and having at least a peripheral edge fixed to the connection core; and a bolt hole for joining with the beam material is provided on the upper diaphragm, the lower diaphragm, and the gusset plate. And a reinforcing member protruding in the column direction from the upper diaphragm and the lower diaphragm.
  • a joint for a steel structure is arranged at a joint of the steel structure, and the reinforcing member is arranged so as to protrude into the inner space of the upper column and the lower column.
  • concrete is filled into the inner space of the upper pillar and the lower pillar and the inner space of the connection core, and the upper pillar, the lower pillar, and the steel frame are filled.
  • a joint for a structure is integrated.
  • the joint and the upper and lower columns are connected by a concrete column formed in the prison tube, especially a reinforced concrete column reinforced by a reinforcing member provided in the joint, in addition to the joining force such as welding. Even after the rupture load is applied and the weld is broken, it is supported by the reinforced concrete columns, so that the joints and columns are not suddenly disconnected.
  • the reinforcing member used can be a commonly used deformed reinforcing bar (including high-strength steel) or a rod-shaped member made of carbon fiber that is strong and lightweight against tension. It is arranged so as to penetrate the diaphragm. As a result, the upper column and the lower column centered on the joint will be integrated by the reinforced concrete, in addition to the joining strength of the steel by welding. In addition, by arranging reinforcement members along the entire length of the upper and lower pillars and joining them to the reinforcement members at the joints, the steel pipes function as hoop reinforcements, and are filled with concrete, making them equivalent to steel-framed reinforced concrete structures. «Steel frame construction that does not need is possible.
  • the bending moment acting on the rigid frame structure transmitting the moment at the contact point is largest at the joint near the joint, and tends to decrease as the distance from the joint increases. For this reason, by setting the protrusion amount of the reinforcing member to 50 to 150 cm, it is possible to reinforce the joint without making the reinforcing member longer than necessary.
  • the joint between the joint and the beam member can be connected with high reliability.
  • the diaphragm and bolt joint are cut out from a single steel plate, and the extension of the diaphragm and the beam are bolted together at the site, so that the flange, splice plate, and bolt of the beam can be removed.
  • the structure breaks due to any ductile fracture, and even if the structure is slightly deformed, a joint structure that does not suddenly break like welding can be obtained.
  • Beam member H-section steel (bi
  • the upper and lower flanges and webs of the beam members are connected to the upper and lower diaphragms and gusset plates of the joints for steel structures by bolts.
  • the weakest part in the joint structure is a bolt joint, and when a load exceeding the design load is loaded, the splice plate and the through diaphragm and the beam member are joined so that slip occurs. Therefore, when a breaking load is applied, fracture occurs due to ductile fracture of any of the flange, splice plate, and bolt of the beam.
  • the joint and joint structure for a steel structure according to the present invention include a pin structure on the girder side, a corner pillar for joining two-way beam members having an opening of 90 degrees, and a three-way beam member. It can be applied to various structures such as the same beam type, and the central beam type that joins beam members in four directions.
  • FIG. 1 is a perspective view showing an example of a joint structure according to the present invention
  • FIG. 2 is a side view of FIG. 1
  • FIG. 3 is a plan view of FIG. 1
  • FIG. 5 is a perspective view of the through-diaphragm body shown in FIG. 4
  • FIG. 6 is a graph showing test results of the method of the present invention
  • FIG. 7 is a graph showing test results of the conventional method.
  • 8 to 13 are plan views showing other examples of the diaphragm.
  • FIG. 14 is a perspective view showing a joint structure of a steel structure using another steel structure joint of the present invention.
  • FIG. 15 is a longitudinal sectional view of the joint structure shown in FIG. The figure is a cross-sectional view of the joint structure shown in FIG. FIG.
  • FIG. 17 is a perspective view showing the steel structure joint of FIG. 14 alone.
  • the first 8 views (a) is an explanatory view showing a breakdown situation by lateral forces in the joining structure of the present invention shown in the first 4 figures, shows a breakdown situation due to the lateral force in (b) the conventional joint structure
  • FIG. 19 (a) is an explanatory view showing a state of fracture due to a longitudinal force in the joint structure of the present invention
  • FIG. 19 (b) is an explanatory view showing a state of fracture due to a longitudinal force in a joint structure of the conventional structure.
  • FIG. FIG. 20 is a side view showing a conventional joining structure
  • FIG. 21 is a plan view of FIG. BEST MODE FOR CARRYING OUT THE INVENTION
  • FIG. 1 is a perspective view showing an example of the joining structure of the present invention
  • FIG. 2 is a side view of FIG. 1
  • FIG. 3 is a plan view of FIG.
  • FIG. 4 is a perspective view showing another example of the joining structure
  • FIG. 5 is a perspective view of the through-diaphragm body shown in FIG.
  • 1 is a lower prism
  • 2 is a lower diaphragm
  • 3 is a prism core having the same dimensions as the lower prism 1.
  • the upper diaphragm 4 is the same as the lower diaphragm 2 in both thickness and appearance.
  • 5 is an upper prism installed on the upper part.
  • the prism core 3 and the upper and lower diaphragms 2, 4 and the gusset plate 10 constitute a so-called through-diaphragm body which is joined and welded into a product, and the upper and lower diaphragms 2, 4 and the gusset plate 10 are formed. All the bolts are provided with holes for connecting with the stern member 11.
  • FIG. 2 shows a side view of FIG. 1, and reference numeral 6 denotes a groove provided on the upper surface of the lower prism 1, which is a joint portion in contact with the lower diaphragm 2.
  • 7 is a groove on the lower surface of the prism core portion 3 that contacts the lower diaphragm 2
  • 8 is a groove that contacts the upper surface of the prism core portion 3 and the upper diaphragm 4
  • 9 is a groove on the upper prism 5.
  • Upper diaphragm on lower surface The groove portions in contact with 4 are shown.
  • reference numeral 10 denotes a gusset plate welded to a predetermined position of the prismatic core portion 3 and is provided corresponding to the beam member 11 made of an H-section steel.
  • the end face of the beam member 1] and the side face of the prism core part 3 are joined with a gap of about 5 to 1 Omm provided.
  • FIG. 3 which is a plan view of FIG. 2, the prism core 3 is welded to the upper diaphragm 4 at four sides, and a gusset plate 10 is welded to the side of the prism core 3.
  • the beam 11 is fixed with the upper diaphragm 4 and the bolts 12 and the nuts 13, and the bolts 12 and the nuts are similarly formed with the lower diaphragm 2.
  • both ends of the beam member 11 are inserted between the lower diaphragm 2 and the upper diaphragm 4, and the upper diaphragm 4 and the beam member 11 are further fixed with bolts 12 and nuts 13. At this time, if necessary, insert a steel plate of the required thickness for thickness adjustment and fix it with bolts 12 and nuts 13.
  • the joint structure shown in Fig. 4 consists of columns and connection cores made of H-section steel, and is mainly used for SRC (steel reinforced concrete) construction.
  • SRC steel reinforced concrete
  • numeral 7 denotes a column having H-shaped copper as a constituent element.
  • the H-shaped steel 71 and the web of the H-shaped steel 71 are divided into webs by cutting the H-shaped copper at a web portion 7 2, 7 3 Are joined by butt welding.
  • the pillar 70 is vertically divided in the same manner as described with reference to FIGS. 1 and 2, and a through-diaphragm body 80 is disposed at the joint.
  • the column 70 and the through-diaphragm body 80 are joined by welding.
  • the through-diaphragm body 80 of the present embodiment has the same cross section as the above-described column 70 and has a same height as the web height of the beam member 11.
  • the upper diaphragm 85, the lower diaphragm 86, and the side surfaces of the connecting core 81, which are joined by welding and formed by cutting from a single steel plate, are arranged so as to face the web of the sill member 11.
  • Gusset plate 87 are joined by welding.
  • the upper and lower diaphragms 85, 86 and the gusset plate 87 are provided with a number of joining bolt holes H to be described later.
  • splice plate 90 is a splice plate which is arranged on both sides of the flange and the web of the joint, and is joined and fixed by bolts 12 and nuts (not shown).
  • the end faces of the upper diaphragm 85, the gusset plate 87, and the lower diaphragm 86 are on the same plane, and between the end faces of these members 85, 86, 87 and the end face of the beam member 11 Are bolted together through a splice plate 90 with a gap of about 5 to 10 mm.
  • the through-diaphragm body 80 and the beam member 11 are bolted together, and this joint is the weakest part in the joint structure.
  • the splice plate 90 first slides through the diaphragm body 80 and the beam member 11 without sudden breakage like a welded part. Later, any of the flange of the beam member 11, the splice plate 90, and the bolt 12 will be destroyed by ductile fracture or buckling. As described above, the slippage or deformation occurs before the fracture occurs, thereby absorbing the load energy and preventing a sudden fracture such as a weld.
  • Fig. 7 shows a hysteresis curve in the joint structure by bolt joining of the present invention
  • Fig. 7 shows a hysteresis curve in the joint structure by conventional welding.
  • the horizontal axis shows the beam deformation and the vertical axis shows the load.
  • the hysteresis curve of the present invention is greatly different from that of the conventional type because the bolt involves slippage, but the area inside the hysteresis curve is absorbed by this joint. It is equivalent to energy, equivalent to energy consumption at the time of ground exhibition, and the method of the present invention, which has a large surface area, is superior to the conventional method in attenuating the dew force. I understand.
  • the conventional method causes a sudden tensile fracture, but the method of the present invention makes it easy to understand the mechanism of destruction, such as bolt slippage or tensile fracture at the cross-section where the bolt hole is missing in the bolt.
  • This hysteresis curve can be predicted at the time of design, and is easily reflected in seismic design.
  • the load shows an elastic load-deformation relationship under a load assumed to be a short-term load, and the subsequent loading causes the first slip of the bolted joint when the total plastic moment is exceeded. Further, on the opposite side where the load was reversed, slippage occurred without reaching the full plastic 4 moment, and the proof stress decreased immediately after slipping, but the proof stress was restored with the deformation, and the bearing became a bearing state. After the slippage occurred again, the yield strength was restored after a large deformation. As is generally said, the slip-type load-deformation relationship was caused by the deterioration of the friction surface after slippage and the decrease in bolt tension. The burr resistance did not completely disappear.
  • the bolts which are conventionally used and which are easy to use are used, and the reliability is low in which breakage does not occur.
  • ⁇ ⁇ A joint structure can be obtained. Also, the working cost can be greatly reduced.
  • FIG. 8 Another embodiment of the through-diaphragm body and the joining structure to which the present invention can be applied will be described with reference to FIGS. 8 to 13.
  • FIG. 8 Another embodiment of the through-diaphragm body and the joining structure to which the present invention can be applied will be described with reference to FIGS. 8 to 13.
  • FIG. 8 shows the shape of the upper and lower diaphragms 15 showing the shape of the four surrounding portions of the steel structure, and the joint with the beam member is formed in two directions.
  • W is equal to or wider than the flange width of the H-beam.
  • L is less than 60 cm in length.
  • the upper and lower diaphragms have a through-diaphragm structure as in the previous embodiment.
  • FIG. 9 is a view showing a state in which joints with the beam members are formed in three directions at the studs.
  • the upper and lower diaphragms 16 are hexagonal.
  • Fig. 10 shows a view of the studs inside the building, that is, the center pillars.
  • the joints with the beam members project in four directions, so the shape of the upper and lower diaphragms 17 Becomes an octagon.
  • FIGS. 11 to 13 are modifications of the shape of the diaphragm in FIGS. 8 to 10, and the diaphragm 15 in FIG. 8 corresponds to the diaphragm 15 in FIG.
  • a diaphragm 18 corresponds to the diaphragm 16 in FIG. 9 and a diaphragm 19 in FIG. 10 corresponds to the diaphragm 17 in FIG. 10, and a diaphragm 17 in FIG. 13 corresponds to the diaphragm 17 in FIG. Diaphragm 20.
  • a diaphragm having a different shape based on the prism core 3 can be considered.
  • diaphragms having various shapes as described above can be used.
  • FIG. 14 is a perspective view showing a joint structure using a joint for a steel structure according to another embodiment of the present invention, which is of the same beam type in three directions.
  • FIG. 15 is a longitudinal sectional view of the joint structure shown in FIG. 14,
  • FIG. 16 is a transverse sectional view of the joint structure shown in FIG. 14, and
  • FIG. 17 is for the steel structure shown in FIG. It is a perspective view which shows a joint by itself.
  • 110 is a lower column
  • 112 is an upper column
  • 114 is a beam made of H-shaped steel
  • these lower column 110, upper column 112, and beam 114 are shown.
  • the lower pillar 110 and the upper pillar 112 are square steel pipes, and the interior space is filled with concrete 129 without gaps.
  • the joint 120 has upper and lower diaphragms 122, 123 formed seamlessly by cutting a single steel plate, and the upper and lower diaphragms 122, 1, 2 Connection core 1 2 1 arranged at 2 3 and joined to upper and lower diaphragms 1 2 2 and 1 2 3 by welding, end face of upper and lower diaphragms 1 2 2 and 1 2 3 joined to the side of connection core 1 2 1
  • the gusset plate 1 2 4 and the upper diaphragm 1 2 2, the connecting core 1 2 1 and the lower diaphragm 1 2 3 It is constituted by.
  • connection 1 2 1, the upper and lower diaphragms 1 2 2, 1 2 3 and the gusset plate 1 2 4 constitute a so-called through-diaphragm body, and the upper and lower diaphragms 1 2 2 and 1 2 3
  • the upper end surface of the lower column 110 and the lower end surface of the upper column 112, which are smaller in cross section than 2, 123, are fixed by welding.
  • the end faces of the upper and lower diaphragms 122, 123 in the three directions are shaped to correspond to the flanges of the beam 114, and the gusset plate 124 is shaped to correspond to the web of the beam 114.
  • two rows of bolt holes 1 2 8 are drilled around the gusset plate 1 2 4 at the three distal ends of the upper diaphragm 1 2 2 and the lower diaphragm 1 2 3 of the present embodiment.
  • concrete injection holes 127 for filling concrete 127 are formed, respectively.
  • a row of bolt holes 128 is provided at the tip of the gusset plate 124 in the vertical direction.
  • rebar 1 2 5 As rebar 1 2 5 have been described above, is attached in a state of penetrating the upper diaphragm 1 2 2 and Joint core 1 2 1 and Shitada Iafuramu 1 2 3 clearly shows Suyo the first 5 Figure Then, a reinforcing bar 125 is inserted from a through hole (not shown) formed in the upper and lower diaphragms 122, 123, and is fixed to the peripheral wall of the through hole by welding. Although not shown in Fig. 15, it is also possible to arrange a reinforcing bar along the entire length of the upper and lower columns 112, 110 and join it with the reinforcing bar 125 at the joint 12 °. it can.
  • the joints 120 are arranged at the joints of the upper and lower columns 1 1, 1 1 0 and the beam members 1 1 4, and the joints 1 2 0 and the beam members 1 1 4 is connected to a bolt B and a nut (see Fig. 19) via a splice plate 130.
  • the joint 120 and the upper and lower pillars 112, 110 are fixed by welding, and the interior space of the upper and lower pillars 112, 110 and the interior space of the connection core 122 are filled.
  • the upper and lower columns 1 1, 1 1 0 and the joint 1 2 0 are integrated with the concrete 1 29 that has been provided.
  • the end face of the joint 120 and the end face of the beam member 114 are not completely adhered to each other, but are joined with a gap of about 1 Omm provided.
  • a load is repeatedly applied in the opposite direction such as an earthquake, the amount of movement and elongation can be absorbed by this gap, and backing can be effectively prevented when a compressive force acts.
  • the through-diaphragm type joint 120 and the beam member 114 are bolted together, and this joint is the weakest part in the joint structure.
  • the splice plate 130 and the joints 120 and the beam 1 114 slip without causing sudden breakage like a weld, and then the beam 1 Failure due to ductile failure or buckling of any of 14 flange, splice plate 130 and bolt B. In this way, slippage, ie, deformation, occurs before the fracture, so that the load energy is absorbed and sudden fractures such as welds can be prevented.
  • FIG. 18 Fig. 19 is an explanatory diagram showing the state of destruction.
  • FIG. 18 (a) FIG. 7B is an explanatory diagram showing a state of fracture due to a lateral force in a bright joint structure, and FIG. 7B is an explanatory diagram showing a state of fracture due to a lateral force in a conventional joint structure.
  • FIG. 19 (a) is an explanatory view showing the state of fracture due to longitudinal force in the joint structure of the present invention, and (b) is an explanatory view showing the state of fracture due to longitudinal force in the joint structure of the conventional structure. is there.
  • the conventional joint structure joins the upper prism 14 1 and upper diaphragm 13 8 when a horizontal force such as an earthquake sway acts as shown in Fig. 8 (b).
  • the welded part 1 43 is suddenly broken, and the upper prism 14 1 and the upper diaphragm 1 38 are separated.
  • the joint structure of the present invention stabilizes the behavior after slippage and causes extreme While the conventional joint structure did not show a significant decrease in proof stress, the characteristics of the behavior of the swordwood material appeared, and the initial loading stage did not reach the full plastic moment.
  • the joint structure of the present invention It is more effective at attenuating seismic force than ba.
  • the joint for a steel structure and the joint structure of the steel structure using the joint according to the present invention can be suitably used particularly for a large-scale building of a steel structure or a steel reinforced concrete structure.

Abstract

L'invention concerne un joint pour structure acier, comportant une entretoise supérieure (4) associée à une surface inférieure d'une colonne supérieure (5), une entretoise inférieure (2) associée à une surface supérieure d'une colonne inférieure (1), une partie centrale d'assemblage (3) présentant une section inférieure à celle des entretoises supérieure et inférieure (4, 2), et une hauteur correspondant à celle d'un profilé (11), ainsi que des goussets (10) disposés entre les entretoises supérieure et inférieure (4, 2) et fixés, au niveau de leurs portions marginales circonférentielles, à au moins la partie centrale d'assemblage (3), des trous de boulon combinés (H) étant formés dans les entretoises supérieure et inférieure (4, 2) et les goussets (10). Les entretoises supérieure et inférieure (4, 2) ainsi que les semelles supérieure et inférieure du profilé (11) peuvent ainsi être solidarisées par des boulons. En conséquence, même lorsqu'une charge non inférieure à une charge nominale est appliquée aux joints précités par exemple dans le cas d'un fort tremblement de terre, ils ne se brisent pas subitement, à la différence d'une zone soudée, c'est-à-dire qu'un glissement se produit d'abord dans une entretoise transversale et le profilé (11), le joint se brisant ensuite en raison de la rupture ductile des semelles du profilé (11) ou des boulons. Ainsi, un glissement, c'est-à-dire une déformation, se produit à un stade précédant la rupture, de sorte qu'une charge est absorbée dans le joint, ce qui permet d'éviter la rupture soudaine observée dans une zone soudée. On obtient ainsi une structure combinée d'une haute fiabilité.
PCT/JP1998/000524 1997-02-13 1998-02-09 Joint pour structure acier, et structure combinee utilisant les memes joints pour structure acier WO1998036134A1 (fr)

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
JP4726897 1997-02-13
JP9/47268 1997-02-13
JP29444297A JPH11131591A (ja) 1997-10-27 1997-10-27 鉄骨構造物用ジョイント及びこれを用いた鉄骨構造物の接合構造
JP9/294442 1997-10-27

Publications (1)

Publication Number Publication Date
WO1998036134A1 true WO1998036134A1 (fr) 1998-08-20

Family

ID=26387435

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/JP1998/000524 WO1998036134A1 (fr) 1997-02-13 1998-02-09 Joint pour structure acier, et structure combinee utilisant les memes joints pour structure acier

Country Status (1)

Country Link
WO (1) WO1998036134A1 (fr)

Cited By (35)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1425488A1 (fr) * 2001-08-30 2004-06-09 Robert J. Simmons Pieces de structure de cadre de construction resistante aux moments
GB2402986A (en) * 2003-06-18 2004-12-22 Victor Buyck Hollandia Joint V Joining beams to supporting columns
CN1298945C (zh) * 2004-02-13 2007-02-07 哈尔滨工业大学 无支撑自承重现浇混凝土结构
CN1314869C (zh) * 2004-02-25 2007-05-09 华南理工大学 钢管混凝土柱与楼盖梁连接处的节点结构及其施工方法
US7941985B2 (en) 2007-05-30 2011-05-17 Conxtech, Inc. Halo/spider, full-moment, column/beam connection in a building frame
US8453414B2 (en) 2001-08-30 2013-06-04 Conxtech, Inc. Quick-set, full-moment-lock, column and beam building frame system and method
CN103882993A (zh) * 2014-02-26 2014-06-25 苏州设计研究院股份有限公司 型钢混凝土框架结构
CN104120793A (zh) * 2014-08-06 2014-10-29 钟伟杰 一种便于拆装的钢结构连接装置
CN104120795A (zh) * 2014-08-06 2014-10-29 钟伟杰 一种万向钢结构连接盒以及连接装置
US20150107180A1 (en) * 2012-09-18 2015-04-23 Peter Armstrong Modular support systems
US9109874B2 (en) 2012-12-29 2015-08-18 Conxtech, Inc. Modular, six-axis-adjustable, concrete-pour form-structure system
CN105220767A (zh) * 2015-09-25 2016-01-06 浙江精工钢结构集团有限公司 一种与十字柱非正交的连接节点及施工方法
USD768420S1 (en) 2015-03-30 2016-10-11 Conxtech, Inc. Toe kick
USD768466S1 (en) 2015-03-30 2016-10-11 Conxtech, Inc. Rail pocket
US9493326B2 (en) 2014-01-13 2016-11-15 Conxtech, Inc. Clasp-and-lug system
USD777947S1 (en) 2015-03-30 2017-01-31 Conxtech, Inc. Modular ladder
USD796774S1 (en) 2015-03-30 2017-09-05 Conxtech, Inc. Rail pallet
US9815151B2 (en) 2011-05-07 2017-11-14 Conxtech, Inc. Box column assembly
CN108729549A (zh) * 2018-07-11 2018-11-02 远象建设集团有限公司 一种带弧形耗能元件的钢结构吊柱节点
CN110295669A (zh) * 2019-07-18 2019-10-01 厦门东翔工程设计有限公司 一种钢筋混凝土结构及加固方法
CN110306661A (zh) * 2019-05-31 2019-10-08 安徽天达建设有限公司 一种钢结构房屋建筑中间柱的钢架构件
CN110325691A (zh) * 2017-01-19 2019-10-11 维克托布洛克公司 模块化建筑连接器
CN111219015A (zh) * 2020-03-06 2020-06-02 西安建筑科技大学 一种龙凤榫式连接可更换梁连接结构及连接方法
CN111456235A (zh) * 2020-04-17 2020-07-28 沈阳建筑大学 一种方钢管混凝土柱-钢梁外环套管板螺栓连接节点
CN112064791A (zh) * 2020-07-31 2020-12-11 福州大学 一种gfrp管-混凝土-工字钢组合柱的柱梁连接节点
CN112523351A (zh) * 2020-12-22 2021-03-19 华南理工大学 震后可更换的钢框架屈曲约束耗能梁柱节点
US11085194B2 (en) 2018-02-09 2021-08-10 Conxtech, Inc. Moment connection component lifting tool assembly
USD927965S1 (en) 2016-03-18 2021-08-17 Z-Modular Holding, Inc. Structural modular building connector
US11174630B2 (en) 2015-04-15 2021-11-16 Z-Modular Holding, Inc. Modular building structure
US11236501B2 (en) 2018-02-09 2022-02-01 Conxtech, Inc. Full moment connection collar systems
US11479961B2 (en) 2013-02-22 2022-10-25 Z-Modular Holding, Inc. Modular building units, and methods of constructing and transporting same
US11536020B2 (en) 2015-08-14 2022-12-27 Z-Modular Holding, Inc. Connector for a modular building
US11555317B2 (en) 2018-02-09 2023-01-17 Conxtech, Inc. Moment connection component clamping tool
US11732459B2 (en) 2018-07-12 2023-08-22 Z-Modular Holding, Inc. Locating pin assembly for a modular frame
US11739520B2 (en) 2014-04-30 2023-08-29 Z-Modular Holding, Inc. Structural modular building connector

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH01268933A (ja) * 1988-04-20 1989-10-26 Kajima Corp 弾塑性ダンパー
JPH03275839A (ja) * 1990-03-26 1991-12-06 Ohbayashi Corp 鉄筋コンクリート柱と鉄骨梁との接続構造
JPH0445248U (fr) * 1990-08-13 1992-04-16
JPH0635725B2 (ja) * 1988-01-27 1994-05-11 鹿島建設株式会社 鉄筋コンクリート柱と鉄骨梁との接合構造
JPH0742732B2 (ja) * 1991-01-18 1995-05-10 鹿島建設株式会社 柱・梁接合部構造

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0635725B2 (ja) * 1988-01-27 1994-05-11 鹿島建設株式会社 鉄筋コンクリート柱と鉄骨梁との接合構造
JPH01268933A (ja) * 1988-04-20 1989-10-26 Kajima Corp 弾塑性ダンパー
JPH03275839A (ja) * 1990-03-26 1991-12-06 Ohbayashi Corp 鉄筋コンクリート柱と鉄骨梁との接続構造
JPH0445248U (fr) * 1990-08-13 1992-04-16
JPH0742732B2 (ja) * 1991-01-18 1995-05-10 鹿島建設株式会社 柱・梁接合部構造

Cited By (50)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8745954B2 (en) 2001-08-30 2014-06-10 Conxtech, Inc. Quick-set, full-moment-lock, assemblable and nondestructively disassemblable, column and beam frame system
EP1425488A4 (fr) * 2001-08-30 2007-04-25 Robert J Simmons Pieces de structure de cadre de construction resistante aux moments
EP1425488A1 (fr) * 2001-08-30 2004-06-09 Robert J. Simmons Pieces de structure de cadre de construction resistante aux moments
US8782994B1 (en) 2001-08-30 2014-07-22 Conxtech, Inc. Collar-form, full-moment structural connection with angular, confronting, load-transfer, corner facets
US8453414B2 (en) 2001-08-30 2013-06-04 Conxtech, Inc. Quick-set, full-moment-lock, column and beam building frame system and method
GB2402986A (en) * 2003-06-18 2004-12-22 Victor Buyck Hollandia Joint V Joining beams to supporting columns
GB2402986B (en) * 2003-06-18 2006-06-28 Victor Buyck Hollandia Joint V Extreme event beam link connection
CN1298945C (zh) * 2004-02-13 2007-02-07 哈尔滨工业大学 无支撑自承重现浇混凝土结构
CN1314869C (zh) * 2004-02-25 2007-05-09 华南理工大学 钢管混凝土柱与楼盖梁连接处的节点结构及其施工方法
US7941985B2 (en) 2007-05-30 2011-05-17 Conxtech, Inc. Halo/spider, full-moment, column/beam connection in a building frame
US9815151B2 (en) 2011-05-07 2017-11-14 Conxtech, Inc. Box column assembly
US10245685B2 (en) 2011-05-07 2019-04-02 Conxtech, Inc. Box column assembly
US20150107180A1 (en) * 2012-09-18 2015-04-23 Peter Armstrong Modular support systems
US9103109B2 (en) * 2012-09-18 2015-08-11 Peter Armstrong Modular support systems
US9109874B2 (en) 2012-12-29 2015-08-18 Conxtech, Inc. Modular, six-axis-adjustable, concrete-pour form-structure system
US10066403B2 (en) 2012-12-29 2018-09-04 Conxtech, Inc. Modular, six-axis-adjustable, concrete-pour form-structure system
US11479961B2 (en) 2013-02-22 2022-10-25 Z-Modular Holding, Inc. Modular building units, and methods of constructing and transporting same
US9493326B2 (en) 2014-01-13 2016-11-15 Conxtech, Inc. Clasp-and-lug system
CN103882993A (zh) * 2014-02-26 2014-06-25 苏州设计研究院股份有限公司 型钢混凝土框架结构
US11739520B2 (en) 2014-04-30 2023-08-29 Z-Modular Holding, Inc. Structural modular building connector
CN104120793A (zh) * 2014-08-06 2014-10-29 钟伟杰 一种便于拆装的钢结构连接装置
CN104120795A (zh) * 2014-08-06 2014-10-29 钟伟杰 一种万向钢结构连接盒以及连接装置
USD777947S1 (en) 2015-03-30 2017-01-31 Conxtech, Inc. Modular ladder
USD768466S1 (en) 2015-03-30 2016-10-11 Conxtech, Inc. Rail pocket
USD768420S1 (en) 2015-03-30 2016-10-11 Conxtech, Inc. Toe kick
USD796774S1 (en) 2015-03-30 2017-09-05 Conxtech, Inc. Rail pallet
US11174630B2 (en) 2015-04-15 2021-11-16 Z-Modular Holding, Inc. Modular building structure
US11946245B2 (en) 2015-08-14 2024-04-02 Z-Modular Holding, Inc. Connector for a modular building
US11536020B2 (en) 2015-08-14 2022-12-27 Z-Modular Holding, Inc. Connector for a modular building
CN105220767A (zh) * 2015-09-25 2016-01-06 浙江精工钢结构集团有限公司 一种与十字柱非正交的连接节点及施工方法
USD927965S1 (en) 2016-03-18 2021-08-17 Z-Modular Holding, Inc. Structural modular building connector
USD929209S1 (en) 2016-03-18 2021-08-31 Z-Modular Holding, Inc. Structural modular building connector
CN110325691A (zh) * 2017-01-19 2019-10-11 维克托布洛克公司 模块化建筑连接器
US11479962B2 (en) 2017-01-19 2022-10-25 Z-Modular Holding, Inc. Modular building connector
US11828057B2 (en) 2017-01-19 2023-11-28 Z-Modular Holding, Inc. Modular building connector
US10870980B2 (en) 2017-01-19 2020-12-22 Z-Modular Holding, Inc. Modular building connector
EP4043658A1 (fr) * 2017-01-19 2022-08-17 Z-Modular Holding, Inc Raccord modulaire de construction
EP3571358A4 (fr) * 2017-01-19 2020-10-28 Z-Modular Holding, Inc Raccord modulaire de construction
US11236501B2 (en) 2018-02-09 2022-02-01 Conxtech, Inc. Full moment connection collar systems
US11085194B2 (en) 2018-02-09 2021-08-10 Conxtech, Inc. Moment connection component lifting tool assembly
US11555317B2 (en) 2018-02-09 2023-01-17 Conxtech, Inc. Moment connection component clamping tool
US11781308B2 (en) 2018-02-09 2023-10-10 Conxtech, Inc. Full moment connection collar systems
CN108729549A (zh) * 2018-07-11 2018-11-02 远象建设集团有限公司 一种带弧形耗能元件的钢结构吊柱节点
US11732459B2 (en) 2018-07-12 2023-08-22 Z-Modular Holding, Inc. Locating pin assembly for a modular frame
CN110306661A (zh) * 2019-05-31 2019-10-08 安徽天达建设有限公司 一种钢结构房屋建筑中间柱的钢架构件
CN110295669A (zh) * 2019-07-18 2019-10-01 厦门东翔工程设计有限公司 一种钢筋混凝土结构及加固方法
CN111219015A (zh) * 2020-03-06 2020-06-02 西安建筑科技大学 一种龙凤榫式连接可更换梁连接结构及连接方法
CN111456235A (zh) * 2020-04-17 2020-07-28 沈阳建筑大学 一种方钢管混凝土柱-钢梁外环套管板螺栓连接节点
CN112064791A (zh) * 2020-07-31 2020-12-11 福州大学 一种gfrp管-混凝土-工字钢组合柱的柱梁连接节点
CN112523351A (zh) * 2020-12-22 2021-03-19 华南理工大学 震后可更换的钢框架屈曲约束耗能梁柱节点

Similar Documents

Publication Publication Date Title
WO1998036134A1 (fr) Joint pour structure acier, et structure combinee utilisant les memes joints pour structure acier
JP5634627B1 (ja) 鉄筋コンクリート柱と鉄骨梁との混合構造骨組
JP2002364081A (ja) 柱・梁接合構造及びそれに用いられる鉄骨柱
US20160340897A1 (en) Yield Link for Providing Increased Ductility, Redundancy, and Hysteretic Damping in Structural Bracing Systems
JPH10292486A (ja) 通しダイアフラム体及びこれを用いた鉄骨構造物の接合構造
JP6765735B1 (ja) ３軸圧縮柱梁接合部を有する鉄骨構造及びその構築方法
JP3809536B2 (ja) 既存鉄筋コンクリート造建物および鉄骨鉄筋コンクリート造建物における耐震壁構造
JP4095534B2 (ja) ラーメン構造体における柱と梁との仕口構造及びその施工方法
JP3859218B2 (ja) 建造物の鉄骨柱脚部の耐震補強構造、及び建造物の鉄骨柱脚部の耐震補強方法
JPH11131591A (ja) 鉄骨構造物用ジョイント及びこれを用いた鉄骨構造物の接合構造
JP2000008480A (ja) 鉄骨構造物の接合構造及びこれに用いるダイアフラム体
JP2938019B1 (ja) 鉄骨構造物の接合構造及び接合方法
JP3742590B2 (ja) 柱・梁接合構造
KR101953016B1 (ko) 좌굴 방지 부재 및 이를 이용한 거셋 플레이트의 무용접/조립형 보강방법
JP2000213061A (ja) コンクリ―ト充填鋼管柱と鉄骨梁との仕口部構造
JP4260736B2 (ja) スチールハウスの耐力壁構造
JP3638142B2 (ja) 柱と梁の接合装置
JP3100130B2 (ja) 制震ブレース
JPH10184031A (ja) 既設の柱梁架構の耐震補強方法
JP4045502B2 (ja) 構造物
JP3516927B2 (ja) 耐震補強フレーム
JP4379732B2 (ja) 建物の耐震補強工法
KR102175363B1 (ko) 기둥과 보의 접합을 위한 접합부 코어
JP2963442B2 (ja) 鉄骨構造物の接合構造及びこれに用いるダイアフラム体
KR100627233B1 (ko) 댐퍼기능을 갖는 철골구조물용 접합부재

Legal Events

Date Code Title Description
AK Designated states

Kind code of ref document: A1

Designated state(s): CN KR US