WO1994003687A1

WO1994003687A1 - Structural member of beam or pillar, and connecting portion between pillar and beam

Info

Publication number: WO1994003687A1
Application number: PCT/JP1993/001110
Authority: WO
Inventors: Toshiro Suzuki
Original assignee: Toshiro Suzuki
Priority date: 1992-08-07
Filing date: 1993-08-06
Publication date: 1994-02-17

Abstract

A structural member such as a beam member and a pillar member, which is formed of double web-steel consisting of pairs of webs arranged in parallel to each other and flanges provided at both sides thereof. Since the structural member has a closed sectional portion in the center of the cross section, the structural member shows the sectional performance close to that of a square steel pipe in terms of torsional rigidity. Since the structural member has protrusions of the flange portions, the structural member can find applications similar to those of H-section. In the connecting portion between the pillar and the beam, a beam member, etc. formed of the H-section or the double web-steel can be connected to the pillar member formed of the double web-steel using a connecting structure similar to the case with H-section pillar. Furthermore, mainly, due to setting of the protrusions of the flanges, the structural member can secure high toughness as compared with H-section and square steel pipe which are close to the structural member in cross section.

Description

Specification

Beams, column structural members and beam-column joints

Technical field

The present invention provides a beam member, a column member, and a beam member using a double tube shape having a pair of tubes arranged at predetermined intervals E and flanges at both ends of a web and having a closed cross-section at the center of the cross section. The present invention relates to high-toughness structural members that actively utilize the high deformation performance in the plastic region of the double eb type in the design of methods, column-beam joints, and structural members such as columns and beams. . Background art

Conventionally, as structural members of building structures, in particular, metal structural members (type I) that can be handled as one piece other than assembling materials used for beams, columns, etc., section steel has been widely used. For round steel pipes, square steel pipes are often used in addition to round steel pipes.

Most of the beam members are rectangular steel beams.However, as an efficient design, the thickness of the tube, which is a structural plate element, is thin, and the flange width is narrower than that of the cross-section. And there is always a risk of lateral buckling. Therefore, stiffeners are provided as plate reinforcements, and buckling length is shortened by connecting beams or fire struts placed at required intervals to prevent lateral buckling, but the complexity is due to the design. In addition, as for the column members, the steel pipe column has a large torsional rigidity, and the bending rigidity does not differ greatly between the weak axis and the strong axis unlike the Η-shaped steel column. Although it is often used as a member, it is more difficult to provide a stiffener at the connection with beams, bracing, and other members than a Η-shaped pillar, and the inner or outer stiffeners of the steel pipe are difficult to manufacture and construct. is there.

For beam-column joints, in the case of rectangular columns, beam ends are joined via stiffeners, split tees, or other specially shaped joints provided between flanges at the beam joint height. As a joining method, welding, bolt joining and the like are generally used. On the other hand, in the case of square tubular columns, it is difficult to install Because of the difficulty, the upper and lower columns are cut at the beam-to-column joint position, and an insertion member for bolt connection is inserted (refer to Japanese Patent Application Laid-Open No. 63-251510). The square steel pipe at the joint position is a separate bead, and the diaphragm is sandwiched between the upper and lower flange heights of the beam for welding, and a square hole is formed in the side wall of the square steel pipe to allow the beam member to penetrate. 2-8909), or attach a specially shaped joint to the outer surface of the square steel pipe (for example, refer to Japanese Utility Model Publication No. 53-3811 16). are doing. In addition, Japanese Utility Model Publication No. 48-12810 discloses a structure in which a long metal bolt penetrating a square pipe and a metal fitting for beam bonding are attached.

Conventionally, both H-shaped steel and square steel pipes have been widely used as structural members.However, in the case of H-shaped steel, the bending rigidity in the weak axis direction is extremely small compared to the bending rigidity in the strong axis direction. Open section member with low torsional rigidity. For this reason, when used as a beam member, there are problems such as lateral buckling. There is a similar problem when H-section steel is used as a column member.

As described above, the square steel pipe has high bending stiffness and high torsional stiffness, but has a problem that it is difficult to mount the stiffener because it has a closed cross section. In addition, the deformation performance is poor as compared with an open section member such as an H-section steel, and local buckling deformation or the like tends to affect the entire member. In addition, it is particularly difficult to install the stiffener at the beam-to-column joint, which complicates the beam-to-column joint, and poses problems in terms of manufacturing, strength due to processing, and workability. Many.

The present invention is based on a double web section steel that eliminates the disadvantages of conventional H-section steel and square steel pipes. Beam members with excellent performance, column members, structure of column-beam joints with excellent strength and workability, and plasticity It is an object of the present invention to provide a high-toughness structural member as a column or a beam member capable of utilizing a high deformation capacity in a region in a design. Disclosure of the invention

The double web form 鐧 according to the present invention comprises a pair arranged in parallel with each other at a predetermined interval. A closed cross-section is formed at the center of the cross-section of the web, the flanges arranged at both ends of the web, and having a predetermined length on the outside of the web, that is, the double web and the upper and lower flanges. It is a form.

The beam member and the column member of the present invention use this double-tube shaped steel as a structural member. When used as a beam member and a column member, a stiffening plate may be further attached between the flange and the flange as needed.

In the case of a beam member, a material having a relatively narrow interval between the double webs can be used and can be used as an H-beam. In this case, the beam member made of the double web form III has extremely high torsional rigidity as compared with the H-shaped steel beam, does not easily buckle as a beam member, and is effective as a large span beam.

In the case of a column member, a member having a relatively large gap between double tubes can be used, and can be used as a square steel pipe. In this case, the central part of the cross section forms a closed cross section. However, since there is a flange, it is possible to attach the stiffener or a metal fitting for the beam by using the flange. In addition, the presence of the flange portion can enhance the plastic deformation performance of the member.

These beam members or column members are, for example, two H-shaped members or two T-shaped steel members whose flanges are not symmetrical placed and butt-aligned on a line or point object in a cross section perpendicular to the longitudinal direction. It can be easily manufactured by joining the joining surfaces extending in the longitudinal direction by welding or the like. For example, by joining two H-shaped 鐧 with asymmetrical protrusions on the left and right flanges and joining the flanges together by welding, etc., the spacing between the webs is arbitrary, and with the internal stiffener attached in advance. Joining is also possible.

In addition to the line and point targets, for example, an H-section steel and a channel steel with the same web height are arranged so that the webs are parallel to each other, and the flange end of the H-section steel is It can also be manufactured by welding to the back end of the tube by welding etc., in which case the H-section steel and the channel steel are joined with the three sides of the stiffener welded to the channel steel Thus, an internal stiffener can be provided. Also, when it is desired to increase only the thickness of the portion between the flanges, the two flat plates having a step formed by making the thickness of the middle portion thicker than the thickness of both ends are opposed to each other. It can also be manufactured by arranging two parallel flat plates as webs and joining them together by welding or the like.

In addition, when used as a beam member, a double-ended steel section disposed near the beam end and an H-shaped section disposed in the middle of the beam can be connected in the longitudinal direction of the beam.

In this case, the beam is joined in the longitudinal direction by, for example, projecting the end of the web of the H-section steel from the flange and inserting the end of the double-tube into the closed section at the center of the section using bolts, etc. A joining structure is conceivable. If the web thickness of the H-shape is smaller than the inner width of the closed section of the double web shape (dimension between the double webs), attach a splicing plate to the H-shape web to adjust the thickness. May be attached.

Conversely, it is also conceivable that the end of the double-tube shape is protruded from the flange, the web of the H-shaped steel is sandwiched between the webs of the double-web shape steel, and these are joined by bolting or the like. In this case, too, an attachment plate for adjusting the thickness is attached as necessary. In addition, it is also possible to simply join the double web section steel and H section II by welding or the like.

In the column-beam joint of the present invention in which a double web section steel is used as a beam member, a vertical piece protruding in the beam joining direction is provided on an H-shaped cross section column or a column formed of a double section steel section or the like. With the vertical piece inserted into the closed cross-section of the double web section steel constituting the beam member, the vertical piece and the double-tube section steel are joined by bolt bonding or welding, etc. I do.

In the column-beam joint of the present invention in which the double web section steel is used as the column member, the end of the beam attached in the strong axis direction is joined to the flange of the double web section steel, and the column member is weakened. The ends of the beams attached in the axial direction are joined between the flanges of the double-ended steel section. In this case, similar to the conventional joining of beam members to an H-shaped section column, a structure in which direct welding is performed or a structure in which joining is performed by bolt joining using a high-strength bolt, etc., are conceivable. By properly setting the distance between the webs of the double web section steel, The flow of stress is smoother than in H-shape columns and steel tube columns, and in the weak axis direction, for example, the force from the beam member is also transmitted to the flange of the double web section steel through a metal joint that also serves as a stiffener. This is a very advantageous structure in terms of mechanical strength as well as ease of joining.

In particular, when a double-tube type is used as a column member, a concrete can be cast inside or outside the closed surface portion of the double-tube type to form a steel concrete composite structure.

The high toughness structural member of the present invention is designed in consideration of effectively exhibiting the high deformation performance of the double-ribbed steel in the design of structural members such as columns and beams, and is provided at predetermined intervals. It consists of a pair of tubes arranged in parallel with each other and a pair of flanges arranged at both ends of the tube. A predetermined flange width B, a section H, and a flange protruding from the center of the tube b! , The width b ₂ between the centers of the tubes, the plate thickness ti at the protruding portion of the flange, the plate thickness t 2 at the portion between the tubes of the flange, and the plate thickness t _s of the web. In addition to the formation of a part, the required toughness in the plastic zone is secured by the flange.

The cross-sectional shape for securing the toughness, the width b ₂ of between bi and Uyubu center out of _{flange, b: b 2 - bi S} zlz S 1:! 3: about 1 is considered, a more effective As the range, the most effective range as the column material of bibabi ^ SlZ ^ lSil is b! -T ^ b! Lilll:: ^ 5: 1.

Regarding the relationship between the flange width B and the section height H, in the case of a column member, HZB ^ 1, that is, by making the outer edge of the section approximately square, the bending stiffness in the weak axis and strong axis directions is slightly smaller than that of a square steel pipe. Despite the difference, it is housed as a structural member, and an easy-to-use column member is constructed. In addition, by using the protruding part of the flange, it is easy to connect with the beam member and to stiffen it with a stiffener.

In addition, there are narrow sections with a medium width of about H / B = 1 to 2 and a narrow section with HZB = about 2 to 4.Particularly for narrow beam members, in particular, closed members sandwiched between two webs Cross section Because of this, the torsional rigidity is greatly increased compared to H-section steel, and a stable cross section with less lateral buckling is possible. Extremely narrow ones such as HZB ^ 4 are also possible. As a practical range, there may be a range where HZB is slightly larger than 1.

In addition, in the high toughness structural member of the present invention, the flange thickness t! Is used as a means for maintaining the resistance to plasticity and providing a stable plastic deformation capability. , T is effective with this to increase the t _2, was rather large the only plate thickness t 2 of the portion between the flanges of the web ₂

> In the relationship of t, a good improvement effect can be obtained. This tendency is relatively small out of the flange than the width b ₂ between the web center, a remarkable in a form close to the RHS.

In addition, it is possible to improve the plastic deformation capacity by adjusting the bending stiffness and strength in the weak axis and the strong axis direction, for example, by configuring the flange with mild steel and the tube as high strength steel, and adjusting the bending rigidity and strength in the weak axis and strong axis directions. is there.

Although the high toughness structural member of the present invention is mainly used as a structural member of a steel frame structure, it is embedded in a concrete section and used as a steel frame reinforced concrete, or it is used in a central closed section. It is also possible to fill concrete and use it as a concrete filled steel pipe. BRIEF DESCRIPTION OF THE FIGURES

FIGS. 1A and 1B show an embodiment of a double web type II according to the present invention, in which (a) is a cross-sectional view perpendicular to the longitudinal direction, (b) is a front view, and (c) is a view of (b). FIG. 2 is a sectional view taken along line A-A. FIGS. 2A and 2B show an embodiment in which an opening is provided in a double web section steel as a beam member. FIG. 2A is a front view, and FIG. 2B is a cross-sectional view perpendicular to the longitudinal direction. .

FIGS. 3A and 3B show another embodiment of the double-tube steel according to the present invention, wherein FIG. 3A is a cross-sectional view perpendicular to the longitudinal direction, and FIG. 3B is a horizontal cross-sectional view.

FIG. 4 is a perspective view showing a connection state in one embodiment of a beam member in which a double web section steel and a normal H-shaped section are connected in the longitudinal direction.

Figure 5 shows a beam member standardized with a double web shape at both ends and an H-beam at the middle. (A) is a front view, (b) is a BB sectional view of (a), and (c) is a CC sectional view of (a).

Fig. 6 shows an embodiment of a beam-column joint using a beam member made of double-tube steel, where (a) is a front view and (b) is a cross-sectional view taken along line D-D of (a). It is.

Figures 7 (a) to 7 (h) are side views of a section steel showing the method of manufacturing a beam-type double web section steel.

FIGS. 8 (a) and 8 (b) are cross-sectional views perpendicular to the longitudinal direction showing another embodiment of the double-tube shaped steel according to the present invention.

FIG. 9 is a perspective view showing one embodiment of a beam-column joint using a double-ribbed column member.

FIGS. 10A and 10B show another embodiment of a beam-column joint using a column member made of a double-tube steel, wherein FIG. 10A is a vertical sectional view and FIG. 10B is a horizontal sectional view.

FIG. 11 is a cross-sectional view perpendicular to the longitudinal direction showing an example in which the double-web steel according to the present invention is configured as a hybrid steel in which different types of steel materials are combined. FIG. 12 is a plan view showing the flow of force from the beam flange into the column section when the stiffener is not provided in the central closed section of the double web section steel.

FIGS. 13 (a) and 13 (b) are cross-sectional views perpendicular to the longitudinal direction showing an embodiment in which a stiffener is provided in a central closed cross section of a double web section steel.

Fig. 14 shows an example of a steel-concrete composite column with a double-tube steel structure as the steel frame. (A) is a horizontal sectional view, and () is an EE section of (a). FIG.

Figure 15 shows another embodiment of a column with a concrete composite structure using double-tube steel as the steel frame. (A) is a horizontal sectional view, and (b) is a F-section of (a). -It is F sectional drawing. FIGS. 16A and 16B show still another embodiment of a column having a double concrete section using a concrete composite structure. FIG. 16A is a horizontal sectional view, and FIG. It is G-G sectional drawing. Figs. 17 (a) to 17 (h) are side views of a section steel showing the method of manufacturing a column-type double web section steel.

FIG. 18 shows still another embodiment of the double-tube steel of the beam type according to the present invention. (A) is a side view, (b) is a front view, and (c) is an H-H sectional view of (b). FIG. 19 shows still another embodiment of the column-type double-tube steel according to the present invention, wherein (a) is a side view, (b) is a front view, and (c) is (b). FIG. 2 is a sectional view taken along the line I-I of FIG. FIG. 20 is an explanatory diagram of a typical cross-sectional shape and dimensional relationship when the high toughness structural member of the present invention is applied to a column member.

FIG. 21 is an explanatory diagram of a typical cross-sectional shape and dimensional relationship when the high toughness structural member of the present invention is applied to a beam member.

FIGS. 22A and 22B are explanatory diagrams of the analysis on the plastic deformation capacity of the high toughness structural member of the present invention. FIG. 22A is a diagram showing a cross section of a numerical simulation model, and FIG. (C) is a diagram showing the relationship between the bending moment and the member rotation angle, and (d) is a diagram of the analysis result.

Figure 23 shows the parameter b! In the numerical simulation. : B2: b! FIG. 6 is a graph showing the relationship between the bending moment M and the member deformation angle 無 in a dimensionless manner with the all-plastic moment M _P and the plastic deformation angle P _P.

Figure 24 shows the numerical simulations with the parameter t! : T ₂ : t! 7 is a graph showing the relationship between the bending moment M and the member deformation angle Θ in a dimensionless manner with the all-plastic moment M _P and the plastic deformation angle Θ p. BEST MODE FOR CARRYING OUT THE INVENTION

1 (a) to 1 (c) show an example of a double web section steel 1 according to the present invention, which is considered as a beam type standard section steel having a width: about 1: 2 to 1: 3. It is.

The ratio of the flange 3 to the left and right and the central part (the part between the two webs 2) is arbitrary, and the performance of the box-shaped section (square steel pipe) is closer if the width of the closed section at the center of the section is wider. If the width is narrow, the performance will be closer to that of an H-shaped section (H-shaped steel).

The torsional stiffness is extremely large compared to the H-shaped cross section, making it difficult for the beam to buckle laterally, and is effective as a large span beam.

In addition, the presence of flange 3 indicates that the flange 3 is localized in the region where the beam is plasticized. Large deformation occurs, and large plastic deformation can be secured as a member. On the other hand, compared to a single H-shaped web, the web 2 has a greater restraining effect on the protruding portion (projected portion) of the flange 3 and is effective in terms of width-thickness ratio.

FIG. 2 shows an example in which an opening 4 is provided in a web 2 as a beam member having a double tube shape 1. In the present embodiment, the openings 4 are continuously provided at the same position with respect to the two webs 2, but the positions of the openings 4 may be shifted between the two tubes 2.

In the double tube type 1, even if the opening 2 is provided in the tube 2, the torsional rigidity of the box-shaped cross section is maintained, and the beam is effective against lateral buckling.

Figures 3 (a) and 3 (b) are examples of beam-type pots in which the distance between the two tubes 2 is further reduced compared to the double-web shaped steel shown in Figs. 1 (a) to 1 (c). Also in this case, the torsional stiffness is considerably larger than that of a single tube such as H-shaped steel, and it is an effective beam against lateral buckling.

Fig. 4 shows an embodiment in which the double web section steel 1 and the normal H section steel 11 are connected in the longitudinal direction to form a single beam member. In this embodiment, the double web type 1 is provided near the beam end having a large moment, and the middle portion of the beam is a normal H-shaped steel 11. Is performed by inserting a web 12 portion protruding from an end of an H-shaped steel 11 between two webs 2 of a double web shape 鑭 1. The spigot plate 14 of the H-section steel 1 1 is provided with an attachment plate 14 according to the thickness, etc., and is bolted in a state where it is superimposed on the web 2 of the double-section steel section 1. The flanges 3 and 13 of the shape 11 are joined together. In the figure, 5 and 15 are bolt holes, 16 is an H-shaped cross section column, and 17 is a stiffener.

FIG. 5 is a diagram in which the beam 22a is previously standardized at both ends of the member, with the web 22a being doubled and the middle web 22b being a single sheet.

In addition to using the connection method shown in Fig. 4, the method of manufacture is to use a single section of the web near the end of a normal H-section steel with one web parallel to the H-section tube. A flat plate may be arranged as a second or third rib on both sides, and the box and the flat plate or the flat plate may form a box-shaped closed cross section. FIG. 6 shows an embodiment of a joint section of a beam member composed of an H-shaped column 16 and a double-tube form 1. In this embodiment, the flange of the T-shaped fitting 18 having a T-shaped horizontal section is joined to the hub of the H-shaped section 16 with a bolt 19, and the hub of the T-shaped fitting 18 is connected. Is inserted between the webs 2 of the double web section 1 and fastened with bolts 19. The flange 3 of the double tube type 1 may be welded or bolted.

FIGS. 7 (a) to 7 (h) show a method of manufacturing a beam-type double web section steel 1, and the following methods are conceivable.

① Two H-section steels 31 with the same tube height are placed so that the webs are parallel to each other, and the flange ends of both H-sections 31 are joined by welding or the like (Fig. 7 ( a)). The present embodiment is a beam type, and the H-shaped steel 31 having an asymmetric flange is used for the tubes, and the interval between the tubes is reduced. Fig. 7 (g) shows the use of H-shaped steel 31 'with an extremely small protrusion on one side of the flange and a protruding shape, in which the gap between the tubes is further reduced.

② H-section steel 3 2a and channel section steel 3 2b with the same web height are arranged so that the ゥ sections are parallel to each other, and the flange end of H-section steel section 32a is grooved section section 3 2b. (See Fig. 7 (b)). Even when a stiffener is required in the closed section of the double web section steel, the H section steel 32a and the channel section steel are welded with the three sides of the stiffener welded to the channel section steel 32b. It is possible to join 32b.

(3) Tube 33 has flanges 33b and 33c at both ends, with a T-shaped cross-section at one end and an L-shaped cross-section at the other end. , Two are placed on the point target, and they are joined to each other by welding at the flange height (see Fig. 7 (c)) c

T The T-shape 鐧 34, whose flanges are not symmetrical to the web, is placed at two points, and the flange end of both T-shapes 34 and the web end are joined by welding or the like. (See Fig. 7 (d)).

平板 A flat plate 35b is placed between the flanges of the H-section steel 35a in parallel with the flanges of the H-section 35a, and both ends of the flat section 35b are respectively connected to the flanges of the H-section 35a. (See Fig. 7 (e)). The H-section steel 35a The use of an H-shape in which the protrusion of the flange is asymmetrical makes it possible to eliminate the bias of the hub as a double-tube shaped steel. Further, a flat plate may be joined to both sides of the web of the H-section steel, and a shape in which another web is added to the double-lobed shape may be employed.

間に Two parallel flat plates 36a are placed in parallel between two parallel flat plates 36b as flanges, and the flat plate 36a as a hub is a flat plate with flanges at both ends. 6 Join the inner surface of b by welding or the like (see Fig. 7 (f)). In Fig. 7 (f), the thickness of the middle part of the flat plate 36b as the flange is made thicker than the thickness of both ends to improve weldability, and the transmission of stress at the assembled joint is smooth. To make sure that

⑦ Two T-sections 37 b are arranged at a predetermined interval with the web facing each other, and the opposing webs are sandwiched between two flat plates 37 a from both sides, and the T-sections 37 b And the two flat plates 37a are welded together (see Fig. 7 (h)).

FIGS. 8 (a) and 8 (b) show examples of column-type double-tube steel members 41 in which the distance between the two tubes 42 is larger than that of the double-tube steel members of FIG. This figure shows a standard section steel with a 1: 1 ratio of section width to width, but the ratio is arbitrary according to the intended use.

FIG. 8A shows the case where the thickness of the flange 43 is substantially uniform, and FIG. 8B shows the case where the thickness of the central portion is larger than the thickness of the protruding portion. This is related to the flange width, as shown in Figure 8 (b) as a standard, but vice versa.

Regarding the mechanical performance of this cross section, it has the properties of both the H-shaped section and the box-shaped section. By changing the position of the dual tube 42, performance can be controlled and design freedom is increased.

In addition, the torsional rigidity is extremely large compared to open section members such as H-section steel, and bending torsional buckling hardly occurs.

Fig. 9 shows a beam-column joint when a double web section steel 41 is used as a column member. The beam-to-column connection when double web steel 41 is used as the column member is similar to the case of the H-shaped column, and there is no complexity that is a problem with box-shaped members such as square steel tube columns, In the present embodiment, in the strong axis direction of the column member made of the double-tube shaped steel 41, the H-shaped steel beam 45 is directly joined by welding or the like (a split tee or other joining fittings can also be used). In the weak axis direction, a stiffener 44 that is also used as a joint fitting is mounted within the cross-sectional width between the flanges 43, and the stiffener 144 is used to make an H-shape in the weak axis direction. Beams 4 and 5 are joined. In this case, the force from the H-shaped beam 45 can be transmitted to the flange 43 of the double E-beam 41 via the stiffener 14, and the flow of stress near the joint can be smooth. Become.

Of course, instead of the H-shaped steel beam 45, the double-ribbed shape shown in FIG. 1 and the like can be used. In addition, as for the joining metal fittings and joining methods, various joining metal fittings and joining methods conventionally used for joints between H-section columns and H-shaped steel beams can be applied.

Figures 10 (a) and 10 (b) show H-beams 45 in the strong axis direction and the weak axis direction for the beam-column joint when the double-ribbed steel 41 is also used as the column member. This shows an embodiment in which joining can be performed only by bolt joining.

In the present embodiment, regarding the strong axis direction of the column member made of the double web section steel 41, a strong axial direction metal fitting 49a having a T-shaped vertical section such as a split tee is used as an H-shaped steel beam. 4 Vertically aligned with the flange height of 5 5 and the vertically extending flange of the strong axial joint metal 4 9 a is brought into contact with the flange 4 3 In addition, the upper and lower flanges of the H-shaped steel beam 45 are joined to the upper and lower strong axial direction joining hardware 49 a by a bolt 50.

On the other hand, in the weak axis direction, a weak axis joint metal piece 49 b composed of a flange with a horizontal cross section and a horizontal web is used, and the flange of the weak axis joint metal piece 49 b is double-web. Abut on the inner surface of flange 4 3 of form 4 1 and the web 4 2, and connect them with bolts 50 and long bolts 50 a, respectively. Are connected to the upper and lower webs of the weak-joining hardware 49 b with bolts 50.

In the present embodiment, the flange 43 of the double-tube section steel 41 as the column member was sandwiched between the flange of the strong-axis joint metal piece 49a and the flange of the weak-axis joint metal piece 49b. They are joined by a common bolt 50. Further, as for the web 42 of the double-rib type 41, the long bolt 50a is made to penetrate therethrough to join the flanges of the joints 49b on the both sides in the weak axis direction.

The beam members to be joined to the column members are usually narrower than the column members, and in the strong axis direction, the distance between the webs 4 2 of the double web shape 4 1 should be set appropriately. Therefore, the flow of stress is smoother than in the case of H-shaped steel columns and tubular columns.

FIG. 11 shows an example in which the double-tube type 41 according to the present invention is configured as a hybrid type combining different materials. In particular, it is effective to put high-strength steel on the web 42 to adjust the bending stiffness and strength around the X-X axis and Y-Y axis. <Other members such as beams between the protrusions of the flange 43 Since the stiffener 44 for joining can be attached by welding or the like, it is possible to avoid weldability and other difficulties peculiar to high-strength steel when considering how to construct the workplace.

Fig. 12 shows the flow of force from the beam flange of the H-shaped beam 45 into the column section when the stiffener is not provided in the central closed cross-section of the double web type 41. There is no need to provide an outer stiffener as in the case of a box-shaped column or to provide a stiffener in a closed section.

FIGS. 13 (a) and 13 (b) show an embodiment in which a stiffener 46 is provided in a central closed cross section of the double web section steel 41. FIG. Fig. 13 (a) shows the case where a stiffener 46 is provided on the H-shaped 鐧 41 a side before the double web 鑭 41 is made of the H-shaped 鐧 41 a and the groove 鑭 41 b. Fig. 13 (b) shows an example of assembling. In the case where the double web section 41 is composed of two parallel H sections 41c, the stiffeners 4 This is an example in which 6 is provided and assembled.

FIGS. 14 to 16 show an embodiment of a column having a steel concrete composite structure using a double tube type 41 as a steel frame.

FIGS. 14 (a) and 14 (b) show examples in which a concrete 48 is driven into the entire cross section by providing an opening 47 in the tube 42 or the like.

FIGS. 15 (a) and 15 (b) are examples in which concrete 48 was struck except for the center of the cross section. Figures 16 (a) and (b) show examples where concrete 48 was driven into the central closed cross section, which is close to a steel pipe concrete. In this case, in the conventional steel pipe concrete structure, the connection part becomes a problem, whereas the protrusion (protruding part) of the flange 43 easily includes a stiffener and other joining metal fittings. Can be attached to

Figure 17 (a) to (!) Show the method of manufacturing the double-tube type 41 with pillar type, and the following methods can be considered.

① Two symmetrical H-sections 51 with the same web height are placed E so that the tubes are parallel to each other, and the flange ends of both H-sections 51 are joined by welding or the like ( (See Fig. 17 (a)).

(2) Two H-shaped steel members 51 'with asymmetric flanges are arranged so that the tubes are parallel to each other, and the flange ends of both H-shaped steel members 51' are joined by welding or the like ( See Figure 17 (b)). By selecting the flange symmetrical, the spacing between the webs can be freely selected, and even when a stiffener is required in a closed section, the three sides of the stiffener are welded together. Both H-sections 5 1 ′ can be butt-joined.

③ H Place the H-section steel 52 a and the channel steel 52 b with the same height of the lobe so that the lobes are parallel to each other, and attach the flange end of the H-section 52 a to the It is joined to the back end of the web by welding or the like (see Fig. 17 (c)). If a stiffener is required within the closed surface of the double-tube section steel, the H-section steel 52a and the channel section steel must be welded in advance with three sides of the stiffener welded to the channel section 52b. 5 2b can be joined.

形 Tube 53 has flanges 53b and 53c at both ends of tube 53a, and has a T-shaped cross section at one end and an L-shaped cross section at the other end. , Two pieces are distributed to the point object, and they are connected to each other by welding at the flange height (see Fig. 17 (d))

T T-shape 鐧 54, in which the flange is not symmetrical to the web, is placed at two points, and the ends of the flanges of both T-shapes 54 and the web are joined by welding or the like. (See Figure 17 (e)).

を Place a flat plate 55b between the flanges of the H-beam 55a in parallel with the tube of the H-beam 55a. Then, both ends of the flat plate 55b are joined to the inner surface of the flange of the H-beam 55a by welding or the like (see Fig. 17 (f)). It should be noted that the H-section steel 55a can be used as an H-section steel in which the protrusion of the flange to the tube is not symmetrical to the left and right. Also, a flat plate may be joined to both sides of the H-section steel web, and another web may be added to the double web section steel.

ウェブ Two flat plates 56a as webs are placed in parallel between two parallel flat plates 56b as flanges, and both ends of flat plates 56a as webs Join the inner surface of b by welding or the like (see Fig. 17 (g)). In Fig. 17 (g), a flat plate 56b as a flange is provided with a projection 56b 'which is continuous in the longitudinal direction, and both ends of the flat plate 56a as a tube are provided with respect to the protrusion 56b'. Are joined.

ウェブ Two flat plates 57a as webs are placed in parallel between two parallel flat plates 57b as flanges, and both ends of the flat plate 57a as webs are flanged. Join the inner surface of 7b by welding or the like (see Fig. 17 (h)). In FIG. 17 (), the thickness of the middle portion of the flat plate 57 b as the flange is larger than the thickness of both ends.

FIG. 18 and FIG. 19 show still another embodiment of the double web section steel according to the present invention.

Figures 18 (a) to 18 (c) show examples of beam-type double web steel in which two flanges 61b are joined to a thin rectangular steel pipe 61a by welding or the like. The width of the change in cross-sectional shape and the use of this section are the same as in the case of the double web section 1 of beam type described above.

Figs. 19 (a) to 19 (c) show examples of a column-type double Eb steel with two flanges 71b joined to a rectangular square steel tube 71a by welding or the like.

Fig. 20 and Fig. 21 show the typical cross-sectional shape and dimensional relationship of the high toughness structural member of the present invention. Fig. 20 shows the relationship between the flange width B and the cross-sectional height H, where HZB = 1. This is the case where the method is applied to the column member 81 in FIG. Basic cross-sectional shapes are parallel to each other A pair of flanges 82 and a pair of flanges 83 at both ends of the web 82 form a closed section surrounded by these at the center of the cross section.

Fig. 21 shows a case where the flange width B and the cross section H are applied to the beam member 91 with the relationship of HZB = 2, and a pair of parallel ribs 9 2 and a pair of both ends of the web 9 2 are provided. It is composed of a flange 93 and forms a closed section surrounded by these at the center of the section.

Flange width B, section sei H, b out of the flange from Uyubu center, the width b _2, the thickness of the portion of the output flange ti, the thickness t 2 of a portion between the flanges of Uyubu between Uwebu centers, and Uwebu The required toughness in the plastic region is secured as a structural member mainly by the protrusion b of the flange in relation to the sheet thickness t3 of the steel sheet.

FIG. 22 shows an example of analysis on the plastic deformation capacity of the high toughness structural member of the present invention.

In the numerical simulation model, the flange width B = 150 in the member cross section of Fig. 22 (a) (corresponding to Fig. 20), the cross section H = 150 rara, and the flange thickness t! = t: = 4.5 ram, web thickness t ₃ = 4.5 ram.

In the case of a cantilever beam type as shown in Fig. 22 (b), the plastic deformation capacity when a bending load M = PL is applied to the end of a material length L = 900 mm by a vertical load P (ΰ ma x / θ ρ 1 1) is a double-walled structural member of 6 types A to F (having a pair of parallel webs 2 in the present invention), with a rectangular shape (Η type) and a square steel pipe (mouth type) as both poles. The analysis was made for a total of eight types of structural members.

The material strength is σ _y = 30 kg / rara ² , and a bilinear model with a gradient E = E / 100 in the plastic region in the stress-strain relationship (see Fig. 22 (c)).

In this numerical simulation, load deformation due to shear bending of a square cross section was targeted.However, the mechanical characteristics did not change much in the case of a column member with an axial force or a narrow beam member. Absent.

In Fig. 2 (d), the horizontal axis shows the plastic deformation capacity ( _maK / <9p-1), and the vertical axis shows the parameters b,: b2: b, with two plots. Change the position and order The numbers are H type (1: 0: 1), A to F types, and mouth type (0: 1: 0).

In the figure, the point at which the maximum bending moment is reached is indicated by a black circle. Since the flange b, b is large and the load near the H-shaped cross section is accompanied by a change in load, the second peak point is indicated by a white circle. The fluctuation of the proof stress during this period is small and can be sufficiently evaluated as the plastic deformation capacity of the member.

From this figure, it can be seen that the A to F types have better deformability compared to the H type and rotive types at both poles, and in particular, correspond to the B to E types in the range of 2: 1: 2 to 1: 2: 1. It can be seen that the deformation ability has been greatly improved.

2 3, the parameters bi: b 2: b, as, bending Mome down preparative Micromax and member deformation angle Θ relationship, and dimensionless in all plastic model Ichime down preparative Micromax _[rho and plastic deformation angle theta [rho It is shown.

The Β type and C type (corresponding to Fig. 22 (d)) are examples in which the flange output b, is relatively large. As with the H type, the protruding portion of the flange first buckles locally, and then the portion between the tubes of the flange deforms while compensating for its resistance to deterioration (see Fig. 23 (a)).

D type and E type are examples in which the flange output b is relatively small. As with the mouth type, the part between the webs precedes or couples with the part of the flange that buckles locally. Although the yield strength increases after yielding, it deteriorates monotonously after the maximum yield strength (see Fig. 23 (b))

Figure 24 shows the parameters ti: t2: t! This shows the relationship between the bending moment M and the member deformation angle 無 in a dimensionless manner with the all-plastic moment M _P and the plastic deformation angle Θ p.

Fig. 24 (a) shows the flange thickness t for type B (corresponding to Fig. 22 (d)). , t are compared with B 'type and B "type.

In the B type, the proof strength gradually decreases as the deformation progresses while increasing, decreasing and increasing the proof strength.

The B 'type doubles only the plate thickness t2 at the middle part of the flange. Similarly, although it progresses in a waveform due to local buckling of the protruding part of the flange, the overall heat resistance increases. .

The B "type has a flange thickness 1.5 times that of the B type. The waveform of the resistance to change tends to disappear, and the plastic deformation properties are stable.

Figure 2 4) for E-type, flange thickness t,, E 'data Eve with varying t _2, in which was compared with E "type.

-. E 'type obtained by only the thickness t ₂ of the flange intermediate portion 1 5 times, E "data I flop is obtained by the thickness of the entire flange 1 5 times..

Compared to the case of type B in Fig. 24 (a), it can be understood that the thickness of the portion sandwiched between the webs approaches the mouth type which has a square cross section as shown in type E of Fig. 24 (b). only raise t _2, Ru Kotodea that it is possible to improve the plastic deformation capacity. Industrial applicability

(1) In the beam member of the present invention, the use of the double rib shape makes the torsional stiffness extremely large compared to conventional H-beams and the like, even when the spacing between the webs is small. Good for buckling, suitable for large span beams.

(2) The same advantages as (1) can be obtained even when the both ends of the beam member are made of double-web steel. In addition, the H-shaped steel is used for the part where lateral buckling is not a problem and the amount of steel is reduced. The cost can be reduced.

③ By using the closed section of the double web section steel, it is easy to connect the beam section to the H section steel in the longitudinal direction.

形 It can be manufactured relatively easily, for example, by butt-joining section steels that are wire or point objects.

も Regarding the beam-column joint, a joint structure with excellent strength and workability using the double web-type closed cross-section as a beam member is possible.

柱 In the column member of the present invention, the use of double web steel Stiffeners and fittings can be attached in the same way as H-shaped columns, while maintaining the mechanical performance, the structure of the beam-to-column joint is simplified, and there is no defect in strength or joints Becomes possible.

高い High deformation performance in the plastic region compared to H-section steel and square steel pipes that are close in cross section by appropriately setting the protrusion of the flange while securing bending rigidity and torsional rigidity by the closed cross section formed at the center of the cross section Therefore, the deformation performance of a high toughness structural member can be reflected in the design of the structure.

良好 Regarding the thickness of the flange, even when only the thickness of the portion between the webs of the flange is increased, a good effect of improving the toughness can be obtained.

Claims

The scope of the claims

1. A pair of webs arranged in parallel with each other at a predetermined interval, and flanges arranged at both ends of the web and having a predetermined length on the outside of the web to form a closed cross-section at the center of the cross-section. Beam member _c characterized by being formed of a double web section steel

2. A pair of webs arranged in parallel with each other at a predetermined interval, and flanges arranged at both ends of the web and having a predetermined length on the outside of the web, and a closed cross-section is formed at the center of the cross-section. A beam characterized in that the formed double web shape is provided near the beam end, an H shape is provided in the middle of the beam, and the double tube shape steel and the H shape are joined in the longitudinal direction. Element.

3. The longitudinal end of the web of the double-tub or H-shaped pan is projected from the end of the flange, and the web ends of the double-tube and the H-shaped steel are overlapped and joined. 3. The beam member according to claim 2, wherein:

4. A joint having a vertical piece protruding in the beam joining direction is joined to a column, and the vertical piece of the joint is formed by the double tube-shaped member forming the beam member according to claim 1, 2 or 3. A beam-column joint, wherein the beam member is joined to the vertical piece in a state where the beam member is inserted into the closed cross-section.

5. The beam-column joint according to claim 4, wherein the metal joint is a metal joint having a T-shaped cross section including a flange portion joined to the column outer surface and a web portion as the vertical piece.

6. The method for manufacturing a beam member according to claim 1, wherein two shapes whose cross sections perpendicular to the longitudinal direction are symmetrical with respect to a line or points are abutted and joined at a joint surface extending in the longitudinal direction.

7. The method of manufacturing a beam member according to claim 6, wherein the section steel is an H-section steel in which left and right flanges are not symmetrical.

8. H-section steel and channel steel with the same web height are arranged so that the webs are parallel to each other, and the flange end of the H-shaped pan is joined to the rear end of the groove of the channel steel. The method for producing a beam member according to claim 1, wherein:

9. Between two parallel flat plates as flanges with the thickness of the middle part larger than the thickness of both ends, two flat plates as tubes are placed S in parallel and joined to each other. A method for manufacturing a beam member according to claim 1.

10. Closed at the center of the cross section by a pair of webs arranged in parallel with each other at a predetermined interval and flanges arranged at both ends of the web and having a predetermined length outside the tube. A column member having a double web shape having a cross section.

11. The column member according to claim 10, wherein the flange is made of ordinary steel, and the web is made of high tension steel.

12. The column member according to claim 10 or 11, wherein a concrete is filled in the closed section.

13. The column member according to claim 10 or 11, wherein a concrete is cast outside the closed cross section.

14. For the column member according to claim 10, 11, 12, or 13, when the end of the beam in the column member strong axis direction is joined to the flange of the double-tube shaped steel constituting the column member A beam-column joint, wherein the end of the beam in the columnar member weak axis direction is joined between the double rib-shaped flanges.

15. The column-beam according to claim 14, wherein a metal joint serving also as a stiffener for connecting the flanges is attached between the flanges of the double-tube shaped steel, and the beam in the weak axis direction is joined to the metal joint. Joint.

16. The beam-column joint according to claim 14, wherein the beam in the strong axis direction is bolted to the flange of the double-tube shaped steel via a metal joint in the strong axis direction.

17. The strong axial direction metal joint is a T-shaped metal joint having a vertical flange and a horizontal web, and the flange of the strong axial direction metal joint is formed by the double-tube shape. 17. The beam-column joint according to claim 16, wherein the beam is joined in a strong axial direction by contacting the outer surface of the flange with a bolt, and the end of the beam in the strong axis direction is contacted with a tube of the metal joint in the strong axis direction.

18. The beam-column joint according to claim 14, 16, or 17, wherein the beam in the weak axis direction is bolted between flanges of the double-tube shaped steel via a weak axis joint metal. .

19. The metal joint in the weak axis direction extends vertically, and has a groove-shaped flange and a horizontal tube having a horizontal cross section that abuts against the inner surface of the flange and the tube between the flanges of the double-tube shaped steel. The flange of the weak axis joint is bolted to the flange and the web of the double web shape, and the end of the beam in the weak axis direction is brought into contact with the tube of the weak axis joint to mount the bolt. 18. The beam-to-column connection according to claim 18, wherein the beam-to-column connection is performed.

20. The method for manufacturing a column member according to claim 10, wherein two section steels whose cross sections perpendicular to the longitudinal direction are symmetrical with respect to a line or a point are joined to each other and joined at a joint surface extending in the longitudinal direction.

21. The method for manufacturing a column member according to claim 20, wherein the shaped steel is an H-shape in which the left and right flanges are not symmetrical.

2 2. Place the H-section and the channel steel with the same web height so that the ribs are parallel to each other, and join the flange end of the H-section to the web back end of the channel. 10. The method for manufacturing a column member according to claim 10, wherein:

23. Two flat plates as webs are placed in parallel between two parallel flat plates as flanges with the thickness of the middle part greater than the thickness of both ends, and they are joined to each other. 10. The method for manufacturing a column member according to claim 10, wherein:

24. Consists of a pair of webs placed parallel to each other at a predetermined interval E and a pair of flanges placed E at both ends of the web, with a predetermined flange width B, cross-sectional height H, and center of the tube. b out of the flange, the width b 2 between the web center, plate thickness of the portion of the output of the flange t, the thickness t ₂ of a portion between the flanges web, and the web have a thickness t ₃ and, to form a closed cross-section portion to the center of the section, and the high toughness structural members _£ 2 5. out of the flange bi, characterized in that to ensure the required toughness in the plastic zone by exiting b of the flange width b ₂ Chikaraku between Webu _{centers, b I: b 2: b} : = 2: 1: 2 ~ 1: 2: high tenacity structural member of claim 2 4, wherein in the first relationship.

26. The high toughness structural member according to claim 24, wherein a thickness t ₂ of a portion protruding from the flange and a thickness t ₂ of a portion between the tubes of the flange have a relationship of t ₂ > ti. .

27. The high-toughness structural member according to claim 24, 25 or 26, wherein the flange width B and the cross-sectional height H have a relationship of HZB = 1 to 4.

28. The high toughness structural member according to claim 24, 25 or 26, wherein the structural member comprises a column member, and the flange width B and the cross-sectional height H have a relationship of ΗΖΒ ^ 1.