JP2006132308A - Stiffening structure of plate-like member and column structure using the same - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To relatively easily enhance the stiffness of stiffening parts as a stiffening structure of plate-like members when, for example, bridge beams, columns, buildings, etc. are manufactured through the use of the plate-like members acquired by connecting unit steel members formed through the use of shaped steels to each other to form the prescribed plate-shaped members. <P>SOLUTION: In the stiffening structure of the plate-shaped members acquired by connecting adjacent shaped steels to each other, a plurality of shaped steels having flanges and a U-shaped or I-shaped cross section are arranged in such a way that the flanges 3 of shaped steels 2 may be adjacent to each other. A leg part of a stiffening material made of a flat steel or a shaped steel different from the shaped steels is inserted between the adjacent flanges 3 and joined together with bolts. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

  TECHNICAL FIELD The present invention relates to a stiffening structure for a substantially plate-like member formed by connecting steel members as units, and in particular, a stiffening structure for a substantially plate-like member formed by connecting shaped steels and the stiffening structure. It relates to the pillar structure.

  In order to save labor in design and facilitate transportation and erection work, the steel materials used as the unit are connected to form a predetermined plate-like member, and the plate-like member is used, for example, bridge girder, pillar, building, etc. Techniques for manufacturing are known.

For example, in a bridge girder, a bridge girder structure in which a panel-type steel segment 18 as shown in FIG. 8 is formed as a steel material as a unit is known (for example, see Patent Document 1). In this technology, panel-type steel segments 18 manufactured by welding assembly or cold bending are arranged in a bridge axis direction and a direction perpendicular to the bridge axis, and the flanges of adjacent steel segments 18 are joined by bolts. The inverted trapezoidal open section box girder 32 is constructed.
As a steel bridge pier reinforcement method, a bridge pier is known in which four corners of a transverse cross section of a box-shaped cross-section steel pier are reinforced along the longitudinal direction (see, for example, Patent Document 2).
JP 2004-156291 A JP-A-9-1111719

  In the technique disclosed in Patent Document 1, that is, the technique of using the inverted trapezoidal open section box girder 32 as shown in FIG. 8, if negative bending acts on the inverted trapezoidal open section box girder 32, the lower flange 12 is negatively applied. Compressive force accompanying bending acts. When this compressive force exceeds a certain force, the lower flange 12 undergoes overall buckling that suddenly deforms in the out-of-plane direction and cannot resist the compressive force. In order to prevent this, a panel-type steel segment is provided with a stiffening portion 33 that also serves as a joint. By providing the stiffening portion 33, the buckling generated in the lower flange 12 is restrained by the stiffening portion 33, and it becomes difficult to deform in the out-of-plane direction, and the lower flange 12 causes local buckling. Can resist compressive force. The stiffening portion 33 needs to have sufficient rigidity. If the stiffening portion 33 does not have sufficient rigidity, the lower flange 12 is buckled as a whole and cannot resist the acting compressive force.

  However, since the panel-type steel segment 18 is manufactured by welding assembly or cold bending, there is a problem that the manufacturing cost increases. Further, since the initial bending due to welding assembly or cold forming always occurs with the production of the steel segment 18, work for correcting this is necessary, and there is also a problem in terms of production efficiency. In addition, the compressive strength of the steel sheet is also reduced due to the effect of partial residual stress of about the yield stress level due to the weld assembly, which also has a problem in securing the compressive strength.

  In addition, the box girder 32 configured by connecting steel materials as units such as the steel segments 18 has a large number of joint portions, and the joint portions of the steel segments 18 are variably changed due to the influence of the vehicle load and the like. Opening occurs and rainwater or the like often enters the inside of the box girder 32. Generally, since the internal coating specifications are reduced from the outside of the box girder 32, the steel material inside the box girder is easily corroded. Also had. In other words, when building a girder, column, building, or the like using a plate-like member configured by connecting steel materials as a unit, there is also a problem of water-stopping at the joint (also referred to as a connecting portion). Was.

  When the ready-made shape steel is used for manufacturing the steel segment 18, the workability is greatly reduced, which leads to a reduction in manufacturing cost. When using a flange of a shape steel (for example, a grooved structure) as a joint that also serves as a stiffening part for a steel segment, the width of the flange, that is, the height of the stiffening part, is an important factor that determines the rigidity of the stiffening part. Become.

  However, since the shape steel is a steel material rolled in a steelworks or the like, the width of the flange of the shape steel is only limited. Especially when using a shape steel with a small flange width, or when the required compressive strength is high, the height of the flange as the stiffening part is insufficient, so the rigidity required for the stiffening part cannot be secured, In order to improve the rigidity of the stiffening portion, it is necessary to provide a new stiffening material on a shaped steel web or the like by welding or the like. However, when a new stiffening material is provided, it is necessary to weld the steel material to the shape steel after the steel material is cut to a predetermined size, and there is a problem that the work process increases. Further, with welding, initial irregularities such as initial bending and residual stress always occur in the steel segment. In order to make the initial bending below the allowable value, correction work is required, and there is a problem in terms of improving the processing efficiency of the steel segment. And it originated in these and the subject that the production man-hour of the steel segment increased was caused.

  That is, in order to improve the processing of the steel segment, there is a great problem that a process for providing a new stiffening material is required in spite of using the shape steel.

The present invention is proposed in view of the problems of the prior art. The purpose is to connect a steel material that is a unit formed using shape steel to constitute a predetermined plate member, and for example, when manufacturing a bridge girder, a pillar, a building, etc. using the plate member. As a plate-shaped member stiffening structure, the rigidity of the stiffened portion can be improved relatively easily, and the work of correcting the initial bending of the plate-shaped member is unnecessary or reduced, and the production efficiency is high, and the plate-shaped member by welding Provides a stiffening structure for a plate-like member that can prevent a decrease in compressive strength of the sheet, and can also provide a water-stopping structure relatively easily, and can reduce the number of manufacturing steps, and a column structure including the structure. There is to do.
In addition, the technique disclosed in Patent Document 2 is a structure for the purpose of seismic reinforcement of existing piers, and it is necessary to dispose angle-shaped steel materials at the four corners of the cross section of the pier, increasing the number of members and manufacturing man-hours. The present invention also provides a column structure that can solve the above problem.

  In order to solve the above-mentioned problems, the inventors have intensively studied, and as a result, a steel having a flange as a joint is used as a steel material as a unit, and a stiffener leg is sandwiched between the joints. It discovered that it could solve by joining to a plate-shaped member.

The flange serving as the joint portion also plays a role of stiffening the plate-like member, and the rigidity of the plate-like member can be greatly increased in combination with a stiffening material such as flat steel or shape steel sandwiched between the joints.
In addition, as a result of using the shape steel having the flange as the steel material of the unit, it is not necessary to correct the initial bending associated with conventional welding assembly or cold forming, and the production efficiency of the plate-like member can be improved.
Furthermore, by using a bolt joint, it is possible to prevent a decrease in the compressive strength of the plate-like member due to conventional welding.
And it can construct a bridge girder, a pillar, a building, etc. using this plate-shaped member.

  By the way, when the flange of the shape steel is used as a joint that also serves as a stiffening portion of the steel plate as a unit, the width of the flange, that is, the height of the stiffening portion is an important factor that determines the rigidity of the stiffening portion. However, the width of the flange of the rolled shape steel is limited, and when the flange width is small, the height of the stiffening section is reduced, so the necessary rigidity can be secured. Disappear. In order to prevent this and improve the rigidity of the stiffening part, as a new stiffening material, further increase the rigidity by sandwiching flat steel or shape steel between both flanges, which is higher than the flange height (width) of the shape steel I am trying.

Moreover, also about the water stop in a joint part, a simple water stop groove is formed over the longitudinal direction of a joint part, and a water stop material can be greatly improved only by providing a water stop material in the water stop groove. .
The features of the problem solving means are as follows.

  In the first invention, in a stiffening structure of plate-like members formed by connecting adjacent steel shapes, a plurality of steel shapes having flanges and having a U-shaped or I-shaped cross section are provided. A plate characterized by being arranged so that the flanges are adjacent to each other, and bolted by sandwiching a leg portion of a stiffener made of flat steel or a shape steel separate from the shape steel between the adjacent flanges. This is a stiffening structure of the member.

  According to a second aspect of the present invention, in the stiffening structure for a plate-like member according to the first aspect, the section steel having a U-shaped cross section is a channel steel.

  The third aspect of the present invention has a water stop groove over the longitudinal direction of either the surface of the portion sandwiched between adjacent flanges in the stiffener or the surface on the stiffener side of each flange. A stiffening structure in which a waterstop is provided in the water groove.

  The fourth aspect of the present invention is the columnar structure having a corner portion and a polygonal cross section perpendicular to the longitudinal direction of the column, and the plate-like member on each side surface of the column is described in any one of the first to third aspects of the present invention. The plate-like member having a stiffening structure is used, and the adjacent plate-like members at the corner portions are formed by cutting and removing the flanges of the shape steel arranged on the end side in the longitudinal direction. Are connected to each other by welding, or the ends are connected to each other by welding as L-shaped sections instead of U-shaped or I-shaped sections. Features.

  The fifth aspect of the present invention is the columnar structure having a corner portion and a polygonal cross section perpendicular to the longitudinal direction of the column, and the plate-like member on each side surface of the column is described in any one of the first to third aspects of the present invention. The plate member is provided with a stiffening structure, and the adjacent plate members at the corners are arranged so that the adjacent flange of one section and the web of the other section are in contact with each other. The flanges of one of the structural steels that are joined together or the web of the other structural steel and the webs of the other structural steel are arranged so as to be in contact with each other via a filler.

  The sixth aspect of the present invention is the columnar structure having a corner portion and having a polygonal cross section perpendicular to the longitudinal direction of the column, and the plate-like member on each side of the column is described in any one of the first to third aspects of the present invention. A plate-shaped member having a stiffening structure and having a flange and a web at the corner, a U-shaped or I-shaped cross section is installed, and the web extends in the longitudinal direction. It is bent along with the angle of the corner portion along.

In a seventh aspect of the present invention, in the columnar structure having a corner portion and having a polygonal cross section perpendicular to the column longitudinal direction, the plate-like member on each side surface of the column is described in any one of the first to third aspects of the present invention. A panel having a structure having a stiffening structure for the plate-shaped member, and at least one of the structural steels constituting the plate-shaped member positioned at the center of each side surface having a lower yield point than the plate-shaped member Alternatively, it is arranged in place of the brace.
In addition, the “low yield point steel” of the present invention is a steel material having a yield point as low as 100 N / mm ^{2 to} 225 N / mm ² and an elongation performance of 40% or more guaranteed. The steel material corresponding to LY100 and LY225 defined in the steel material club.
In addition, the “section steel constituting the plate-like member positioned at the center of each side surface of the column” of the present invention is a section steel existing at the center between both ends (between the corners) of each side surface (however, When the center is not a shape steel but a stiffener, it means two shape steels that sandwich the stiffener.

  When manufacturing bridge girders, pillars, buildings, etc., in order to save labor in design and facilitate transportation and erection work, a steel plate as a unit is connected to form a predetermined plate member, and the plate member In the present invention, in the present invention, in the present invention, a shape steel having a flange is used as a steel material to be a unit, and a stiffening made of a flat steel or a shape steel separate from the shape steel is provided between adjacent shape steel flanges. By bolting with the material sandwiched, the rigidity of the stiffening part can be easily improved, and the work of correcting the initial bending of the plate-like member can be eliminated or reduced, and the production efficiency is high. There is an excellent effect that a reduction in the compressive strength of the plate-like member can be prevented.

Furthermore, in the joint part between the shape steel, by providing a water stop groove over the longitudinal direction on both sides of the stiffener or the stiffener side of the flange of the shape steel, and providing a water stop material in the water stop groove, It is also possible to provide a water stop structure relatively easily, and it is possible to provide an effect that processing work for water stop can be reduced.
Further, in a columnar structure having a corner portion and having a polygonal cross section perpendicular to the longitudinal direction of the column, the plate-like member on each side of the column is provided with a stiffening structure for the plate-like member. And the adjacent plate-shaped member in this corner part is made into the column structure where the edge parts which cut and removed the flange of the shape steel arrange | positioned at the edge part side by the longitudinal direction are connected by welding.
In addition, even if it does not cut and remove a flange, you may use the cross-sectional shape steel, such as angle steel.
Alternatively, in a columnar structure having a corner portion and having a polygonal cross section perpendicular to the longitudinal direction of the column, the plate-like member on each side surface of the column is provided with a stiffening structure for the plate-like member, and Adjacent plate-like members at the corners are arranged so that one adjacent section steel flange and the other section steel web are in contact with each other, or one adjacent section flange and the other By arranging and joining the shape steel webs so as to be in contact with each other via the filler, the strength and rigidity of the corner portions can be improved.
For example, an earthquake force is generated in the horizontal direction of the pier at the time of an earthquake in a pier having a column structure. This seismic force concentrates stress in the corner of the pier, but by making the flange of one section and the web of the other section adjacent to each other, the plate thickness can be increased. Strength and rigidity can be improved, and the corner portion of the column structure can be made difficult to damage.
In addition, it is possible to use a shape steel part of which is bent at the corner portion of the column structure in the cross-sectional direction of the column structure, and in this case, welding work at the corner portion can be omitted.
In addition, a panel having a small shear strength is placed near the center of the plate member on each side of the column structure so as to be adjacent to the shape steel, compared to the shear strength of the shape steel constituting the plate member on each side of the column structure. Deploy. Alternatively, one or a plurality of brace materials made of low yield point steel are arranged near the center of the plate-like member on each side surface of the column structure and joined to adjacent shape steels. As these effects, damage at the time of earthquake can be concentrated on a panel or brace having a lower shear strength than other shape steels, and damage at the time of earthquake in the column structure can be concentrated on these members.

  The stiffener in the stiffening structure of the present invention is installed in order to stiffen the plate-like member and increase the compressive strength when a compressive force acts on the plate-like members connected to the shape steel. In road bridges, they are provided on bridge girders, pier flanges and webs where bending and compressive forces act.

  The rigidity required for the stiffener can ensure the compressive strength of the plate-shaped member more than the required strength, and the local stiffening of the steel material will occur from the position where this stiffener is fixed, improving the compressive strength. Determined to be able to.

  In the present invention, flat steel or section steel is provided as a stiffener between the flanges of adjacent section steels, and these are assembled by bolt joining, so that they are formed using the section steel without any welding work or the like. The compressive strength of the steel plate-like member can be improved.

Hereinafter, embodiments of the present invention will be described with reference to FIGS. 1 to 7 and FIGS. 9 to 17.
FIG. 1 is an enlarged perspective view showing an example of an embodiment of the present invention.
The stiffening structure 1 in this embodiment includes a flange 3 having a number of bolt holes spaced apart in the longitudinal direction when a steel plate as a unit is connected to form a predetermined plate member. A plurality of shape-shaped or I-shaped shaped steels 2 (channel steel in the figure) are arranged so that the flanges 3 are adjacent to each other, and between the flanges 3 and the adjacent flanges 3, the base end A stiffener 4 (flat steel in the figure) made of flat steel or a shape steel with a number of bolt holes spaced apart in the longitudinal direction is sandwiched between the leg portions on the side, and these are joined by bolts and nuts 5 with bolts and nuts. It is comprised by making it a plate-shaped member.
If the inner surface of the flange 3 of the grooved steel is inclined, the surface of the inclined portion is cut so as to be parallel to the surface of the flange 3 on the side where the stiffener 4 is sandwiched or compensated. It is possible to press the plate with an inclination so as to be parallel to the surface of the flange 3 on the side where the rigid member 4 is sandwiched, and to join the bolts with bolts and nuts.

  The stiffening structure 1 is a structure provided to prevent overall buckling from occurring in the steel plate 35 formed using the shaped steel 2 on which the compressive force 26 in the direction indicated by the arrow in FIG. 1 acts.

  The section steel 2 may have a flange 3 and a cross section having a U-shape or an I-shape, and since the flange 3 is provided on both sides of the section steel, the connection is possible. Channel steel and H-shape steel correspond to these shape steels. It is also possible to use a section steel having an L-shaped cross section, such as an angle steel, at the end of the plate member formed by connecting the corners of the structure constructed using the plate member.

  In particular, in the case of the grooved steel, the flange 3 protrudes only on one side with respect to the web surface, and the back side thereof has no protruding portion, so that the back side after connection is substantially flat and used as the surface of the structure. Is desirable.

  In particular, it is more desirable to use a grooved steel whose web 34 tends to be wide because the number of plate-like members connected can be suppressed.

The thickness of the hot-rolled channel steel is approximately 3 mm or more.
Moreover, in this embodiment, in the part by which the leg part of the stiffener 4 is pinched | interposed between the flanges 3 of the structural steel 2, it is on the both sides of the leg part of the stiffener 4 in the longitudinal direction of a structural steel. A water stop groove 6 is provided. The water stop groove 6 is not limited to the V-shaped cross-sectional shape as shown in FIG. By providing a water stop material in the water stop groove 6, it is possible to prevent rainwater or the like from flowing into the structure when the structure is constructed with the stiffening structure of the present embodiment. As the water stop material, a water-swellable water stop material made of rubber having a circular cross section, a special urethane resin, or the like can be used.

  The water stop grooves 6 may be provided in the longitudinal direction on the surface of the flange 3 of the structural steel 2 on the side of the stiffener 4 instead of being provided on both sides of the stiffener 4.

  One end in the width direction of the stiffener 4 made of flat steel is used as a leg, and as a method of providing the water stop groove 6 on both sides of the leg or the flange 3, it can be provided by cutting or arc air gouging, Furthermore, in order to reduce a workability, the water stop groove | channel 6 can also be formed by rolling using a roll for exclusive use. In order to improve manufacturability, it is preferable to provide a water stop groove 6 in the stiffener 4 made of flat steel because a flat steel having a smaller size than that of the shape steel is easier to handle.

Since the plate-like member 25 having such a stiffening structure 1 is connected at the flange 3 portion of the structural steel 2, the width of the structural steel 2 is increased by connecting the flange 3 of the structural steel 2 in the width direction. Easy to expand.
On the other hand, when connection in the longitudinal direction of the section steel 2 is necessary, for example, as shown in FIG. A similar bolt hole 28 is also provided at the end in the longitudinal direction, and connection is possible by bridging a flat steel having a bolt hole so as to straddle between adjacent steel shapes (not shown). At this time, it is preferable that a flat steel having a bolt hole is provided on the surface side where the stiffener 4 of the shape steel 2 is present because a step does not occur in the plate-like member on the opposite surface side, but when the strength is insufficient, You may provide the flat bar which has a bolt hole in the both surfaces side of the shape steel 2. As shown in FIG. It is a connecting method with excellent workability due to bolt joining. In addition, when intensity | strength is required by the connection part of a longitudinal direction, it is also possible to connect the edge parts of a longitudinal direction by welding.

  The effect of the stiffener 4 will be described with reference to FIG. FIG. 2 is a diagram showing a buckling state with a broken line when a compressive force is applied to the stiffening structure of the present invention. The broken line in FIG. 2 indicates the local buckling 7, but when the compressive force 26 in the direction indicated by the arrow acts on the shape steel 2, the compressive force 26 exceeds a certain value and is perpendicular to the acting direction. In other words, the plate member 25 formed by using the shape steel 2 in the direction out of the plane of the shape steel 2 is suddenly deformed. The local buckling 7 of the section steel 2 is provided with the stiffening structure 1 that secures the necessary rigidity, so that the stiffening structure 1 (or the longitudinal direction) of the plate-like member 25 is indicated by a broken line (or the longitudinal direction). A buckling waveform with the transverse rib 19) as a node can be formed. The lateral rib 19 has a structure provided to increase the compressive strength (strength against compression in the 26 direction) of the plate-like member 25 formed using the shape steel on which the compressive force 26 acts.

  FIG. 3 shows a buckling state when a compressive force 26 is applied to a single steel plate 27 used in a conventional bridge structure, building structure, etc., instead of a plate-like member connecting steel materials as units. FIG. The width, length, and plate thickness of the steel plate 27 are the same as those of the plate-like member 25 formed using the shape steel to which the compressive force acts, and stiffening of the flange 3 of the shape steel 2 shown in FIG. The material 4 and the lateral rib 9 are not provided. When the compressive force 26 acts on the steel plate 27, when the compressive force 26 exceeds a certain value, the steel plate 27 is deformed in a direction perpendicular to the direction in which the compressive force 26 acts, that is, an out-of-plane direction. Since there is no stiffening material 4 such as the flange 3 of the shape steel 2 or the flat steel and the lateral rib 9 which are the base points of buckling, the overall buckling 8 is generated with the four sides of the steel plate 27 as the base points. This deformation is caused by a smaller compressive force than the deformation of FIG. That is, the compressive strength of the steel plate 27 in FIG. 3 is smaller than the compressive strength of the plate-like member 25 formed using the shaped steel 2 on which the compressive force acts.

FIG. 4 is a perspective view showing an example in which the stiffening structure of the present invention is applied to a bridge girder.
A plate-shaped member 25 is formed using a grooved steel as the shape steel 2 and a flat steel as the stiffener 4, and a bridge girder 36 is constructed by the plate-shaped member 25. In the bridge girder 36 in this embodiment, a floor slab 11 such as a concrete slab, a synthetic slab or a steel slab is constructed at the upper end of an inverted trapezoidal open section box girder 10. The open section box girder 10 is an inverted trapezoidal shape having a lower flange 12 of a girder, a web 13 of a girder, and an upper flange 14 of a girder by joining the shape steel 2 with a bolt joint 5 in a direction perpendicular to the bridge axis. The box cross-sectional shape of the open cross section is constructed. The joint for joining the shape steels is the flange 3 of the shape steel, and is provided so that the leg portion of the stiffener 4 made of flat steel is interposed between the flanges 3 of the shape steel 2 adjacent to each other in the direction perpendicular to the bridge axis. Thus, the required rigidity can be ensured by bolting these 5 without requiring a work such as welding to the shaped steel 2.

  Further, instead of the flat steel stiffener 4, a section steel such as CT section steel, angle steel, and H section steel may be provided. An intermediate diaphragm 15 can be installed at intervals of several meters in the bridge axis direction to ensure the cross-sectional rigidity of the girder. In addition, since the shape steel 2 is an off-the-shelf product rolled in a steelworks or the like, welding assembly and cold bending are not necessary, and the production efficiency of the plate-like member 25 can be improved. The upper flange 14 of the girder is constructed of a steel plate.

  FIG. 5 shows a cross-section of an inverted trapezoidal open cross-section box girder constructed by providing a flat steel stiffener 4 between grooved steel sections 2 to which the stiffening structure of the present invention is applied. In particular, when connecting a plurality of plate-like members in the longitudinal direction of the box girder, a cross-section of a connecting portion in which end portions having bolt holes of adjacent plate-like members are connected with flat steel having bolt holes is shown. Yes. A waveform indicated by a broken line below the lower flange 12 is a buckling waveform of the lower flange 12. When negative bending acts on the bridge girder near the fulcrum of the three-span continuous bridge, compressive force accompanying negative bending acts on the lower flange 12 of the girder. In order to prevent the steel plate 35 formed by using the shape steel 2 against this compressive force from deforming in the out-of-plane direction, that is, to produce an overall buckling 9 as indicated by a broken line in the lower part of FIG. A stiffening material 4 made of is provided between the sections 2 and stiffened. As a result, the steel plate 35 formed by using the shaped steel 2 produces a local buckling 8 with the stiffening structure 1 as an end as shown by a broken line in the lower part of FIG. Compared with the case where the overall buckling 9 occurs, the steel plate 35 formed using the shaped steel 2 can resist a very large compressive force. Further, in order to connect the steel plate 35 in the direction of the bridge axis, it is possible to connect using the attachment plate 30 and the bolt 21.

  FIG. 6 shows an example in which a shape steel is used as a stiffener in the stiffening structure of the present invention. FIG. 6A shows a CT shape steel 16 having a T-shaped cross section between the flanges 3 of adjacent shape steels 2. It is an enlarged view of the stiffening structure which provided the leg part of the stiffener 4 which becomes. FIG. 6B is an enlarged view of the stiffening structure 1 in which a leg portion 39 formed of one side of the angle steel 17 is provided as the stiffener 4 between the adjacent shaped steels 2. Since the stiffener 4 made of the CT section 16 or the angle steel 17 has a portion that allows the opposite side of the leg 39 to function as the flange 40 when the leg 39 is attached, a flat steel is used. Compared with the case where the stiffener 4 is used as the stiffener 4, the rigidity is higher than that when the stiffener 4 made of the CT steel 16 or the angle steel 17 is used. It is possible to increase the rigidity of the stiffening portion with respect to compression.

  FIG. 7A is a perspective view showing a column structure to which the stiffening structure of the present invention is applied, and FIG. 7B is an enlarged perspective view of the plate-like member 25 on one side surface of FIG. 7A. . In this structure, in a columnar structure having a corner portion 41 and having a rectangular section perpendicular to the longitudinal direction (vertical section in the height direction of the column), the plate-like member 25 on each side of the column has three The section steel 2 (groove section steel in the figure) is disposed so that the flanges 3 of the respective section steels 2 are adjacent to each other, and the leg portion 39 of the flat steel stiffener 4 is sandwiched between the adjacent flanges 3. With bolts and nuts, the bolts are joined. The adjacent plate-like members 25 in the corner portions 41 are formed by joining the end portions obtained by cutting and removing the flange 3 of the shaped steel 2 arranged on the end side in the longitudinal direction by welding W. The shape steel 2 arranged on the end side may be an L-shaped shape steel such as an angle steel that does not have the flange 3 only on one side without cutting and removing the flange 3. This structure can be applied as a bridge pier or a building structure column on which a compressive force acts.

  By providing the stiffener 4 made of flat steel between the flanges 3 of the adjacent shaped steel 2, it is possible to improve the compressive strength of the plate-like member 25 formed using the shaped steel 2.

  FIG. 9 shows a cross section of a plate-like member 25 formed by arranging a plurality of H-section steels 31 that are I-shaped sections to which the stiffening structure of the present invention is applied. The plate-like member 25 can be used for a flange or web such as a bridge girder or bridge pier having a box cross-sectional shape described above. When the width of the flange 3 of the H-shaped steel 31 is narrow, it cannot function as a stiffener for the plate-like member 25 on which a compressive force acts. Therefore, by providing the stiffener 4 (in this case, flat steel), the plate-like member 25 is provided. Can be stiffened. In addition, between the flanges 3 of the adjacent H-shaped steel 31, the leg portions 39 of the stiffener 4 made of flat steel are interposed, and two rows of bolt holes are formed in the flange 3 width direction of the H-shaped steel 31. Bolts and nuts provided at intervals in the longitudinal direction of the member and provided with bolt holes in two rows in the leg portion 39 in the longitudinal direction of the member. The bolts are joined by 5. In this embodiment, the flange 3 of each H-section steel 31 is provided with water-stop grooves in one row or a plurality of rows such as two rows in parallel, or legs 39 of the stiffener 4 such as a flat steel. It is only necessary to provide water stop grooves in a plurality of rows such as two rows in parallel with one row or at intervals, and a bolt joint 5 by disposing a water stop material in the water stop groove.

  FIG. 10 is a perspective view showing another embodiment of the corner portion of the column structure to which the stiffening structure of the present invention is applied. This is an embodiment in which a flange 42 of one shape steel 2 (groove shape steel in the figure) adjacent to the corner portion 41 and a web 43 of the other shape steel 2 'are overlapped and bolted 44. By bolting together, at the corner portion of the column structure where stress is concentrated during an earthquake, the plate thickness can be increased and the proof stress can be improved, and the flange 42 and the web 34 of the one structural steel 2 can be continuous. Therefore, stress can be shared smoothly.

  FIG. 11 shows an enlarged structure of the corner 41 in FIG. Since the end of the shape steel is often formed in an R shape 45 for convenience of manufacture, the R shape may be cut and machined at a right angle, or one side of one flange 42 and the other web 43 may be cut. It is also possible to perform bolting 44 by providing a filler 46 (padded plate) that is separated by bolting 44 (bolts are omitted) and the other side is inclined so as to avoid a portion facing the R shape 45. 10 and 11 show a structure using the bolt joint 44 by bolts and nuts, but the joining method may be welding joining or rivet joining without using bolt joining.

FIG. 14 shows a column structure characterized by using a shape steel 49 in which a part of the corner structure of the column structure of the present invention is bent in the cross-sectional direction of the column structure. The bending method may be cold bending or hot bending.
Further, as another embodiment of the column structure, at least one of the shape steels constituting the plate member located in the center of each side surface is either a panel or a brace having a lower yield point than the plate member. Place instead of.
For example, FIG. 12 shows a panel having a small yield point stress in the column structure to which the stiffening structure of the present invention is applied, compared to the yield point stress of the shape steel 47 constituting the plate member 25 on each side of the column structure. It is a perspective view which shows the pillar structure which has replaced the sheet | seat 51 in the center part instead of the shape steel 2 which comprises the plate-shaped member located in the center part of the side surface of a pillar.
The shape steel constituting the plate-like member 25 located at the center here is a shape steel existing at the center between both ends (between both corners) of each side surface, and the center is not a shape steel. When it is a stiffener, it refers to the two steel shapes that sandwich the stiffener.
The panel 51 having a small yield point stress compared to the yield point stress of one of the shape steels 47 is disposed near the center of the plate member so as to be adjacent to the shape steel 47. As a result, the panel 51 having a low yield point stress (shear strength) with respect to the shear force generated in the column structure at the time of the earthquake can yield before the section steel 47. That is, the damage of the column structure can be concentrated on a steel material having a low strength, and the damage of the column structure during an earthquake can be controlled. Further, by having the stiffening structure 1, it is possible to resist a large compressive force.
Incidentally panel 51 is low yield point steels (yield point 100 N / mm ² level or 225N / mm ² and low and variation range of the yield point is also very narrow, extended performance is guaranteed more than 50% or 40% The panel 51 and the stiffening structure 1 can be joined by bolting using the angle steel 54.

FIG. 13 is a perspective view showing a column structure in which two panels 51 in FIG. 12 are installed at the center of the plate-like member 25. The number of panels 51 is not limited to one or two, and a plurality of panels 51 adjacent to the center may be installed.
Moreover, it is not necessary to provide the panel 51 in all the side surfaces, and the panel 51 should just be installed in at least one side surface.

  FIG. 16 is characterized in that three sets of braces 48 made of low yield point steel are installed in the vicinity of the center of the plate-like member 25 on each side surface of the column structure and joined to the adjacent shape steel (stiffener 4). It is a perspective view which shows the pillar structure to do. One set of braces 48 is a structure in which two structural members 54 are arranged diagonally between the section steels 2. The number of braces to be installed may be one or more, but is generated during an earthquake. In order to effectively resist the horizontal force, it is desirable that the height dimension 55 and the width dimension 56 of the pair of braces 48 be the same. The brace 48 is preferably attached to the shape steel (stiffener 4) by welding.

  The structure shown in FIG. 17 shows a structure using braces 48 as in FIG. 16, but the brace 48 is provided with holes 50 provided at the corners 49 of the pier cross section and the flange 3 and the stiffener 4 of the section steel 2. By doing so, the restraining effect of the brace 8 against the compressive force is enhanced.

  FIG. 15 shows a cross section of the brace material. When a shearing force is generated on the bridge pier during an earthquake, a tensile force and a compressive force act on the brace material 48. Deformation performance can be enhanced by using low yield point steel for tensile force, and buckling deformation of low yield point steel 52 is prevented by restraining material 53 installed on the outer periphery for compressive force. can do. The restraining material 53 may be a steel pipe, and the low yield point steel 52 and the restraining material 53 may not be integrated. The constraining material 53 and the shape steel (including the stiffener 4) may be connected by welding or using bolts or rivets using an attachment plate.

FIG. 18 is a perspective view showing another embodiment of the corner portion of the column structure to which the stiffening structure of the present invention is applied. It is a figure using the shape steel 57 formed by cold bending, and when the production efficiency is as good as hot bending, cold bending may be used.

[Example 1]
Applying the present invention, the compressive strength of a plate-like member 25 (a structure having three pieces of the two shape steels 2 in FIG. 2) formed by using five channel steels as the shape steel 2 was confirmed by numerical analysis. . Assuming that the width-thickness ratio, which is the ratio between the plate width and the plate thickness of the plate-like member 25, is 100 and the aspect ratio is 1 (simple support on four sides), compressive stress is uniformly applied in the direction facing two opposite sides. If the flange height of the grooved steel is as low as about 20% or less of the width of the grooved steel, the plate-shaped member is less than the yield strength of the steel (stress of about 70% of the yield strength). Will buckle. However, a total of four stiffeners 4 made of flat steel that is about three times the flange height of the channel steel are sandwiched between the flanges of the adjacent steel bars 2, so that the compressive strength is about the yield strength. Can be secured.

It has become clear that the present invention can ensure compressive strength. And since flat steel can be connected by bolt joining, welding work etc. become unnecessary, manufacturing efficiency can be improved, and also a water stop material can be provided, so that water stop can be greatly improved.

It is an expansion perspective view which shows an example of embodiment of this invention. It is a figure which shows the buckling condition when compressive force acts on the stiffening structure of this invention. It is a figure which shows the buckling condition at the time of compressive force acting on the steel plate of 1 sheet used for the conventional bridge structure, a building structure, etc. It is the perspective view which showed the example which applied the stiffening structure of this invention to the bridge girder. It is the figure which showed the cross section of the open-section box girder of the inverted trapezoid shape comprised by providing the stiffener of flat steel between the shape steel of a channel steel. (A) It is an expanded sectional view of the stiffening structure which provided CT shape steel between the flanges of the adjacent shape steel based on this invention, and assembled these by bolt joining. (B) It is an expanded sectional view of the stiffening structure which provided the angle iron between the flanges of the adjacent shape steel based on this invention, and assembled these by bolt joining. (A) It is a perspective view which shows the column structure using the stiffening structure based on this invention. (B) is an enlarged perspective view of (a). It is a perspective view which shows the bridge girder structure comprised by the conventional panel type steel segments. It is sectional drawing of the plate-shaped member formed by arrange | positioning and forming several H-section steel which is an I-shaped section steel. It is the perspective view which showed another embodiment in the corner part of the column structure to which the stiffening structure of this invention is applied. It is the perspective view which expanded the corner part in FIG. In the column structure to which the stiffening structure of the present invention is applied, one panel having a small shear strength is adjacent to the shape steel as compared to the shear strength of the shape steel constituting the plate member on each side of the column structure. It is a perspective view which shows the column structure characterized by arrange | positioning in the center vicinity of the plate-shaped member of each side surface of a column structure in this way. In the column structure to which the stiffening structure of the present invention is applied, two panels having small shear strength are adjacent to the shape steel as compared to the shear strength of the shape steel constituting the plate-like member on each side surface of the column structure. It is a perspective view which shows the column structure characterized by arrange | positioning in the center vicinity of the plate-shaped member of each side surface of a column structure in this way. It is a perspective view which shows the column structure characterized by using the shape steel which bent the part in the cross-sectional direction of the column structure in the corner part of the column structure of this invention. It is a perspective view which shows the column structure characterized by using the shape steel which the one part bent in the cross-sectional direction of the column structure in the corner part of the column structure of this invention. FIG. 3 is a perspective view showing a column structure characterized in that three sets of braces made of low yield point steel are installed in the vicinity of the center of a plate-like member on each side surface of the column structure and joined to an adjacent shape steel. The brace restraint position is a hole provided in the corner of the pier cross section and the flange of the shape steel, thereby enhancing the restraint effect of the brace on the compressive force. It is the perspective view which showed another embodiment in the corner part of the column structure to which the stiffening structure of this invention is applied.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Stiffening structure 2, 2 'shape steel 3 Flange of shape steel 4 Stiffening material consisting of flat steel or shape steel 5 Bolt joint 6 Water stop groove 7 Local buckling 8 Local buckling 9 Overall seating Bending 10 Open section box girder 11 Floor slab 12 Girder lower flange 13 Girder web 14 Girder upper flange 15 Intermediate diaphragm 16 CT steel 17 Angle steel 18 Steel segment 19 Transverse rib 21 Bolt 25 Plate member 26 Compressive force 27 Steel plate 28 Bolt hole 30 Joint plate 31 H-shaped steel 32 Open section box girder 34 Web 33 Stiffening part 35 Steel plate 36 Bridge girder 37 Web 38 Flange 39 Leg part 40 Flange 41 Corner part 42 Flange of one shape steel 43 Other side Shape steel web 44 Bolt joint 45 R shape 46 Filler 47 Shape steel 48 Brace 49 Shape steel bent in the cross-sectional direction 50 Hole provided in the flange of the shape steel 51 Channel 52 low yield steel 53 restraining member 54 structural material 55 set in the height of the brace dimension 56 set between the width dimension 57 cold braces bent shaped section steel

Claims (7)

  In a stiffening structure of plate-shaped members formed by connecting adjacent steel shapes, a plurality of steel shapes having flanges and having a U-shaped or I-shaped cross section are arranged so that the flanges of each shape steel are adjacent to each other. The stiffening structure of the plate-like member is characterized in that it is bolted by sandwiching a leg portion of a stiffener made of flat steel or a shape steel separate from the shape steel between adjacent flanges .   2. The stiffening structure for a plate-like member according to claim 1, wherein the section steel having a U-shaped cross section is a channel steel.   The stiffener has a water stop groove over the longitudinal direction of either the surface of the portion sandwiched between adjacent flanges or the surface of the stiffener side of each flange, and the water stop material in the water stop groove The stiffening structure for a plate-like member according to claim 1, wherein the stiffening structure is provided.   The plate-like member according to any one of claims 1 to 3, wherein the plate-like member on each side surface of the pillar has a corner portion and a polygonal cross section perpendicular to the column longitudinal direction. The plate-shaped members adjacent to each other at the corners are connected with each other by welding the ends of the flanges of the shape steel arranged on the end side in a longitudinal direction. A column structure characterized in that ends are connected to each other by welding as a steel having a L-shaped cross section instead of a steel having a U-shaped or I-shaped cross section.   The plate-like member according to any one of claims 1 to 3, wherein the plate-like member on each side surface of the pillar has a corner portion and a polygonal cross section perpendicular to the column longitudinal direction. A structure having a rigid structure and adjacent plate-like members at the corners are arranged by joining the flanges of one of the shape steels and the web of the other shape steel so as to contact each other, or A column structure characterized by arranging and joining a flange of one adjacent shape steel and a web of the other shape steel so as to contact each other via a filler.   The plate-like member according to any one of claims 1 to 3, wherein the plate-like member on each side surface of the pillar has a corner portion and a polygonal cross section perpendicular to the column longitudinal direction. A steel structure having a rigid structure and having a flange and a web and having a U-shaped or I-shaped cross section is installed at the corner, and the web has a corner portion along the longitudinal direction. A pillar structure characterized by being bent according to the angle.   The plate-like member according to any one of claims 1 to 3, wherein the plate-like member on each side surface of the pillar has a corner portion and a polygonal cross section perpendicular to the column longitudinal direction. A structure having a rigid structure and at least one of the structural steels constituting the plate-like member located at the center of each side surface is either a panel or a brace having a lower yield point than the plate-like member. Column structure characterized by being replaced.

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