JP2006077545A - Joint structure and joint method of column and beam - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a structure and a method for connecting a column and a beam at the highest part of the column by connecting the beam in a stable condition, so as to shorten the work period and to reduce the construction cost. <P>SOLUTION: In the joint structure of the column and the beam at the highest part of the column in a steel framed structure, a leg 14 of a joint metal fitting 15 of a T-shaped cross section also for temporarily mounting the beam with a beam-temporary-mounting support 13 is brought into contact with and bolt-connected to flanges 11, 12 of the upper end of the column 1 of an H-shaped cross section at a higher position than the top end of the column. A lower flange 8 of a beam having an H-shaped cross section is placed on the beam-temporary-mounting support 13 and bolt-connected. Additionally, in the joint method of the column and the beam at the highest part of the column in the steel framed structure, the leg 14 of the joint metal fitting 15 of T-shaped cross section also for both temporarily mounting the beam having the beam-temporary-mounting support 13 transversely placed at the higher position of the upper end of the column is bolt-connected to the flanges 11, 12 of the upper end of the column while a lower flange 8 of the beam 2 is placed on the beam-temporary-mounting support 13 and then bolt-connected. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

  The present invention relates to a joint structure between a column and a beam, and more particularly to a joint structure between a column and a beam at the top of the pillar.

Conventionally, as shown in FIG. 15 (a), a horizontal bracket 3 which is a part of the beam 2a is welded to the column 1 at the factory, and the steel structure column and beam are joined at the construction site. The beam main body 4 on the beam center side is disposed between the horizontal brackets 3 facing each other at an interval, and the beam main body 4 and each bracket 3 are joined by the splice plate 5 and the high strength bolt 6 ( For example, see Patent Documents 1 and 2), and as shown in FIG. 15B, (B) two T-shaped steels between the upper and lower flanges 7 and 8 of the beam 2a and the column side surface (flange). Also known is a form in which bolts are joined by interposing a metal fitting 9 (see, for example, Patent Document 3).
JP 2002-115338 A JP 2000-204650 A JP2002-364081

  Both of the joint forms (A) and (B) are of a type that supports the total load of the beam via bolts, and the hook 10b at the tip of the lifting rope 10a that feeds the beam body 4 or the beam 2a from the crane. While hanging with the suspension rope 10 supported by the above, a skilled steel assembler adjusts the height of the beam 2a with a crane while adjusting the height of the beam 2a in an unstable environment at a high place, and aligns the bolt insertion holes between the joints. Since a relatively large number of bolts that can sufficiently support the entire load of the beam 2a are inserted, skill is required, the work difficulty is high, and it is a dangerous and inefficient method.

  In the method of joining the beam main body 4 or the beam 2a in the suspended state as described above, the beam main body 4 or the beam 2a is easily swung due to the swing of the suspension rope 10 or the influence of the wind. Or the beam 2a is temporarily attached to the bracket 3 or the joint fitting 9 with a relatively large number of bolts, and the suspension rope 10 of the crane is secured to the beam body until the beam body 4 or the beam 2a is safely joined to the joints on both sides. 4 or the beam 2a takes a lot of time to be removed, so that the work efficiency of the crane is low, the construction period is long, and the construction cost is increased.

  Therefore, how to shorten the time required to suspend and convey the beam 2a by the crane and remove the suspension rope 10 increases the use efficiency of the crane, shortens the construction period, and greatly reduces the construction cost. This is especially effective for buildings with a large number of beams per floor, and can be installed in a short period of time at the top of the pillars of all buildings above and below the ground, regardless of whether they are underground or underground. There is a big effect.

  The present invention pays attention to the above points, and can be applied to all buildings. With regard to the connection between the column and the beam at the top of the column, the beam is not bonded in a suspended state with a crane, but the beam is in a stable state. To prevent the suspension rope from swinging due to the swinging of the suspension rope or the wind, and the time required for the crane to be temporarily attached with a small number of bolts to remove the suspension rope from the beam. The purpose is to provide a column-to-beam junction structure and a junction method at the top of the column that can improve the work efficiency of the crane, reduce the construction period, and reduce the construction cost. To do.

  To advantageously solve the above problem, in the column-to-beam joint structure at the top of the column of the first invention, in the column-to-beam joint at the top of the column in the steel structure, at the upper end of the column, A beam temporary placement / joining bracket having a beam temporary placement support portion is fixed at a level higher than the upper end level of the column, and the beam is placed and joined to the beam temporary placement support portion.

  In the second invention, in the column-to-beam junction structure at the top of the column, in the column-to-beam junction structure at the top of the column in the steel structure, the upper end of the column is connected to the flange at the upper end of the column having an H-shaped cross section. The leg portion of the T-shaped cross-sectional beam temporary holding / joining bracket having a temporary beam support portion at a level higher than the level of the portion is abutted and bolted, and the H-shaped cross-section beam is connected to the temporary beam support portion. The lower flange is mounted and bolted.

  Further, in the third invention, in the column-to-beam joint structure at the top of the column of the first invention or the second invention, on both surfaces of the beam web and the upper surface of the lower flange at the junction with the beam temporary support portion, A stiffener is provided.

  In the fourth invention, in the column-to-beam joint structure at the top of the column according to any one of the first to third inventions, between the beam and the beam temporary placement support portion or between the beam temporary placement fitting and the column. Between the members to be joined, a convex and concave slip resistance member in which convex portions having a substantially triangular cross section are continuous on both surfaces is interposed and joined by a high-strength bolt inserted through the member. To do.

Further, the fifth invention is characterized in that the joining surface of the member to be joined such as the beam or the column is coated in the joining structure of the column and the beam in the uppermost part of the column described in the fourth invention.
In the sixth invention, in any one of the first to fifth inventions, the length of the beam is longer than the length between the column centers.

  Further, in the method for joining a column and a beam at the top of the column of the seventh invention, in the method for joining a column and a beam at the top of the column in the steel structure, the level at the upper end of the column is higher than the level of the top of the column. The leg of the beam temporary placement / joint fitting having the beam temporary placement support portion arranged horizontally at the level position is contacted and bolted, and the beam temporary placement support portion of the beam temporary placement / joint fitting is connected to the beam temporary placement support portion in the crane. After placing the beam to be transported suspended through the suspension hook and suspension rope, the suspension hook is lowered to loosen the suspension rope supported by the suspension hook, and then the beam temporary support section and the beam are bolted It is characterized by joining.

Further, in the method of joining a column and a beam at the top of the column according to the eighth aspect of the invention, in the method of joining a column and a beam at the top of the column in the steel structure, the upper end of the column In the beam temporary placement / joint fitting, the leg portion of the beam temporary placement / joint fitting having a T-shaped cross section having the beam temporary placement support portion disposed laterally at a level higher than the level of this is abutted and bolted. After placing the lower flange of the H-shaped cross-section beam suspended and conveyed via the suspension hook and suspension rope in the crane, the suspension hook is lowered and supported by the beam temporary support portion. The suspension rope is loosened, and then the beam temporary support portion and the lower flange of the beam are bolted together.

  According to the first invention, the beam temporary placement / joining bracket having the beam temporary placement support portion is fixed to the upper end portion of the column at a level higher than the upper end level of the column, and the beam is placed on the beam temporary placement support portion. Since the beam is placed on the beam temporary support that is fixed to the upper end of the column, the beam can be stabilized in a state that supports the total load of the beam. It can be joined to the temporary support section. Therefore, the beam was placed on the beam temporary support without using a relatively large number of bolts that support the beam load while the beam was suspended by a crane. In this state, the beam temporary support part can be joined with a small number of bolts that do not support the beam load, and the beam can be easily and reliably joined to the beam temporary support part in a short time.

  According to the second aspect of the present invention, the beam temporary placement / joining bracket having a T-shaped cross section having the beam temporary placement support portion at a level higher than the upper end level of the column is fixed to the upper end of the column having the H-shaped cross section. Since the lower flange of the beam having the H-shaped section is mounted and joined to the temporary support section, the lower flange of the beam having the H-shaped section is mounted on the beam temporary support section fixed to the upper end of the column. The beam can be stabilized in a state where the entire load is supported, and the lower flange of the beam can be joined to the beam temporary support portion in a stable state. Therefore, the lower flange of the beam is placed on the temporary beam support unit without being joined to the temporary beam support unit by a relatively large number of bolts that support the beam load while the lower flange of the beam is suspended by a crane. Thus, it is possible to join the beam to the temporary beam support part in a short time easily and reliably by joining the temporary flange support part of the beam to the temporary beam support part with a small number of bolts that do not support the beam load.

According to the third aspect of the invention, the beam side can be easily reinforced by providing the stiffener on the web of the beam at the joint with the beam temporary support portion or providing the stiffener on the lower flange of the beam.
Further, according to the second and third inventions, since the joining means is based on bolt joining without using welding, the quality is stable and the manufacture is simple and economical.

According to the 4th invention, the to-be-joined members between the beam and the beam temporary placement support part or between the beam temporary placement joint metal fitting and the column are processed to be concavo-convex with convex portions having a substantially triangular cross section on both sides. Since slip resistance steel plates are interposed and joined by high-strength bolts inserted through them, the slip coefficient can be increased and joining can be performed economically with a reduced number of bolts.
According to the fifth aspect of the invention, the friction effect can be maintained after the rust prevention of the joint portion such as the beam or the column.
According to the sixth invention, since the beam is longer than the length between the upper ends of the columns, the beam can be stabilized by reliably placing the lower portion of the beam on the beam temporary support portion at the upper end of the column. it can.

  According to the seventh aspect, the beam can be placed on the beam temporary support portion to support the entire load of the beam to be in a stable state, and the beam is swung by the influence of the swinging rope or the wind. Since it can be easily joined with a small number of bolts that do not support the beam load in that state, the time required to remove the suspension rope supported by the crane from the beam can be reduced, and the work efficiency of the crane can be reduced. The construction period can be shortened, the construction cost can be reduced, and the joining work can be made easy and easy.

According to the eighth aspect of the present invention, the lower flange of the beam can be placed on the temporary beam support portion of the T-shaped beam temporary placement / joining metal fitting to support the entire load of the beam to be in a stable state. The beam can be prevented from swinging due to the influence of the rope sway and wind, and can be easily joined with a small number of bolts that do not support the beam load in that state. It is possible to reduce the time required to remove the crane, increase the work efficiency of the crane, shorten the construction period, reduce the construction cost, and simplify the joining work.

  Next, embodiments of the present invention will be described in detail with reference to the drawings.

  1 to 4 show a joint structure between a pillar and a beam at the top of the pillar according to the first embodiment of the present invention. FIG. 1A is a side view of the joint, and FIG. 1B is a front view. FIG. 2 (a) is a side view showing a state in which the beam is placed over two beam temporary placement support portions arranged at a distance, and FIG. 2 (b) is a lower flange of the beam and a beam temporary placement support portion. It is a side view which shows the state which bolted. FIG. 3 is a side view showing a procedure for building a joint structure between a pillar and a beam at the top of the pillar, and shows a state where a plurality of pillars are erected. 4A is an enlarged side view showing the upper end portion of the column in FIG. 3, and FIG. 4B is a front view.

  The column-to-beam joint structure at the top of the column according to the first embodiment of the present invention will be described in accordance with the construction procedure. First, as shown in FIG. 3, the top of the top supported by the lower column or foundation in the steel frame is shown. Columns 1 having an H-shaped cross section such as an H-shaped steel are built at intervals and are erected by being appropriately joined by bolts or the like.

  As shown in FIG. 4 in which the upper part of FIG. 3 is enlarged, the upper end of each of the flanges 11 and 12 facing each other in the column 1 having the H-shaped cross section is made of a steel material having a T-shaped cross section. The leg portion 14 in the beam temporary support / joint fitting 15 constituted by the beam temporary support portion 13 extending in the lateral direction and the leg portion 14 extending in the vertical direction at the lower portion is brought into contact and fixed by the bolt 6. Yes. The flanges 11 and 12 and the leg portions 14 are joined to each other directly or as necessary with a slip resistance member 24 described later, and fixed beforehand with a high-strength bolt 6 at a factory or the like. In this way, a column with a beam temporary placement / joining bracket 15 in which the beam temporary placement / joint fitting 15 is fixed in advance is built.

  The upper surface level of the beam temporary placement support portion 13 in the beam temporary placement / joint fitting 15 is arranged at a higher level than the upper end surface 1c of the column 1 having an H-shaped cross section. In this embodiment, the horizontal beam The support surface 16 is a support surface 16 formed by the upper surface of a flat flange, and the support surface 16 has a plurality of (four in the illustrated case) bolt insertion holes 17a spaced in the front-rear direction and the left-right direction. Is provided. In this embodiment, the upper surface levels of all the beam temporary placement support portions 13 arranged at intervals are arranged in the same horizontal plane. Accordingly, even if the upper end surface 1c of the H-shaped cross-sectional column 1 is uneven, there is no influence on the joining of the beam 2, so that the beam 2 can be supported and joined in a stable state.

  In addition, the leg portion 14 is provided with a plurality of bolt insertion holes 17b (10 in the illustrated example) that are spaced in the front-rear direction and spaced in the vertical direction.

  Thus, by temporarily attaching the beam temporary placement / joining metal fitting 15 having the beam temporary placement support portion 13 to the upper end portion of the column 1 with the high strength bolt 6 in the factory so as to protrude from the upper end portion of the column 1, The beam temporary placement / joining metal fitting 15 can be attached to the beam temporary placement / joining metal fitting with the mounting position accurately set.

  As described above, the beam 2 is placed across the beam temporary placement support portion 13 in the column 1 with the beam temporary placement / joining bracket that is erected at intervals as described above (see FIG. 2a). The length of the beam 2 is longer than at least the distance between the centers of the opposing columns 1, and a long beam 2 having a size that can be placed on and bonded to the pair of temporary beam support portions 13 is used. In addition, stiffeners (stiffening members) 18 can be attached to both sides of the web 21 or the like at the end of the beam 2 or at the intermediate portion in order to increase the rigidity of the connection portion of the lower flange 8. The beam 2 is temporarily placed on the support surface 16 of the beam temporary placement support portion 13 and is stable in a state where it supports the entire load of the beam. Further, the beam 2 includes a bolt insertion hole including the stiffener 18 and the like on the beam 2 side. After temporarily placing the bolt insertion hole of the beam temporary support portion 13 at a position where it can be aligned with the drift pin, and centering the beam 2 with some lateral movement with the drift pin, By fixing the beam 2 to the beam temporary support portion 13 with a small number of bolts 6 (for example, one on one side of the beam 2) that do not support the load, the beam 2 is reliably stabilized, and the lifting rope 10a on the crane side is secured. And the hook 10b attached to this can be moved downward to loosen the suspension rope 10 and remove it from the beam 2 including the suspension rope 10 (see FIG. 2b). Therefore, after that, the crane can be moved to another use place and used, so that the use efficiency of the crane can be improved. The remaining bolt insertion holes between the beam 2 and the beam temporary support portion 13 are later joined by bolts.

  As shown in FIG. 1, the stiffener 18 is arranged so as to overlap the upper surface of the beam lower flange 8, and is fixed to the beam lower flange 8 by a bolt to be inserted to reinforce it. The horizontal plate 19 may be a stiffener 18 having an L-shaped cross-section with a vertical portion 20 fixed to a weld, and the vertical portion 20 is formed on both sides of the web 21 so as to sandwich the web 21 of the beam 2. And a side 20a fixed by a plurality of high-strength bolts 6 and an other side 20b that is integral with the side 20a and is perpendicular to the beam web 21.

  The stiffener 18 is arranged in advance at the factory so as to face both surfaces of the web 21 at the beam end portion or the intermediate portion, and extends over the beam web 21 and one side 20a arranged so as to sandwich the web 21. It is fixed to the beam web 21 by high-strength bolts 6 inserted or welding.

  In the form shown in FIG. 5 (a), the support surface of the beam temporary placement support portion 13 in the beam temporary placement / joining metal fitting 15 fixed to the upper end portion of each pillar 1 with an interval is inclined symmetrically. The support surfaces of the beam temporary placement support portions 13 in the temporary beam placement / joint fittings 15 fixed to the flanges 11 and 12 of the column 1 are both the same inclined surface and are fixed to the flanges 11 and 12 of the other column 1. The support surfaces of the beam temporary placement support portions 13 in each of the beam temporary placement / joint fittings 15 are the same inclined surfaces, and one beam temporary placement support portion 13 and the other beam temporary placement support portion 13 are It arrange | positions symmetrically, the both ends of the angle-shaped beam 2 are mounted in each beam temporary placing support part 13, and it joins with the volt | bolt 6. FIG. The arrangement of the stiffeners 18 on the beam side in each joint is the same.

  The form shown in FIG. 5B is a form in which the beam temporary placement support portion 13 in the beam temporary placement / joining metal fitting 15 fixed to the upper end portion of each pillar 1 with an interval is inclined in the same plane. Thus, the form in which the beam lower flange 8 is placed on the beam temporary placement support portion 13 of each beam temporary placement / joint fitting 15 and joined by the bolt 6 is the same.

  In the form of FIG. 6, three columns 1 with temporary beam placement / joining metal fittings 15 are built in series at intervals, and are extended to the beam temporary placement support portions 13 of the three columns 1. 2 is mounted, and the lower flange 8 of the beam 2 and each beam temporary support portion 13 are joined by a bolt 6 such as a high-strength bolt. Since it is the same as that of the said embodiment shown to Fig.2 (a) (b), the same code | symbol is attached | subjected to the same part and description is abbreviate | omitted.

  The form shown in FIG. 7 shows a modified form in the case where the stiffener 18 is configured. In the stiffener 18 of this form, the stiffener 18 is arranged so as to overlap the upper surface of the under-beam flange 8, and is below the beam by a bolt inserted. The horizontal plate 19 of the embodiment shown in FIG. 1 that is fixed to the flange 8 and reinforces it, and the other side 20b that is integral with the central portion of the horizontal plate 19 at a right angle, is a cut T-shaped steel 22 having an inverted T-shaped cross section. The flange 22a functions as the horizontal plate 19, and the web 22b in the cut T-shaped steel 22 functions as the other side 20b, and a rectangular steel plate 22c having a bolt insertion hole in the other side 20b in the cut T-shaped steel is fixed by welding. Then, the rectangular steel plate 22c is caused to function as one side 20a that is arranged in contact with the web 21 so as to sandwich the web 21 of the beam 2 and is fixed by a plurality of bolts. It has a configuration you are. Since other configurations are the same as those of the above-described embodiment, the same parts are denoted by the same reference numerals and the description thereof is omitted.

  In the form shown in FIG. 8 and FIG. 9, the rectangular steel plate 20 c has a wider width than the stiffener 18 of the form shown in FIG. 7, and has the same width as the flange 22 a in the cut T-shaped steel 22. The rectangular steel plate 20c is fixed to the web 22b and the flange 22a by welding. The stiffener 18 having such a configuration is fixed to the web 21 of the beam 2 by a large number of bolts 6 or the like arranged on both sides of the rectangular steel plate 22c with the web 22b of the cut T-shaped steel 22 interposed therebetween, and the cut T-shaped steel. The lower flange 8 of the beam 2 is fixed to the flange 22a of the steel plate 22 with bolts, and the flange 22a and the web 22b of the cut T-shaped steel 22 are integrated by a wide rectangular steel plate 22c fixed thereto by welding to provide rigidity. Therefore, the joint of the beam 2 can be stiffened and the rigidity of the joint of the column 1 and the beam 2 can be increased.

  FIG. 10 shows another embodiment of the column-to-beam joint structure at the top of the column according to the present invention. This embodiment will be briefly described. A slip resistance member 23 having a bolt insertion hole is interposed between the portion 13 and the beam lower flange 8 of the beam 2 so as to be laterally interposed, and the leg portion 14 and the column flange 11 in each beam temporary placement / joint fitting 15. , 12, and a slip resistance member 24 having a bolt insertion hole is vertically arranged and joined.

The reason why the slip resistance members 23 and 24 are provided is to solve the following problems (1) to (7).
In general, metal members to be joined by normal bolts in the field of civil engineering and construction (in the embodiment of the present invention, the beam temporary placement support portion 13 in the beam lower flange 8 and the beam temporary placement and joining bracket 15 or the flange of the column 1 11 and 12 (corresponding to the leg portion 14 in the beam temporary placement / joint fitting 15), the friction surface of the metal member to be joined is subjected to the following processing to ensure the slip coefficient. . That is, (a) after removing the black skin with a grinder, etc., leave it for a long time to generate red rust, or (b) apply shot blasting or grid blasting to the friction surface to make the surface roughness 50 μm Ry or more However, there are problems (1) to (7) below in order to secure a stable slip coefficient.

(1) In the current friction welding, the friction coefficient is not stable because it is based on the slip coefficient of the processed surface such as red rust or shot blast, and it cannot be said that the lower value of the friction coefficient is about 0.45, which is a large value. Therefore, in order to ensure a sufficient slip coefficient, the number of bolts increases, and the joint portion including the splice plate becomes large.
(2) In addition, when red rust is generated, the conditions for red rust generation to obtain a predetermined slip coefficient are taken by visual inspection, and there are individual differences in the confirmation. There is room. In addition, it cannot be employed when sufficient time for generating red rust cannot be secured.
(3) Further, when the black skin is removed by the grinder, a local scraping around the bolt insertion hole is caused by about 0.3 mm, so that the scraped plate has insufficient skin contact with the splice plate. There is room for improvement in the points that can occur.
(4) On the other hand, a method using blasting such as shot blasting or grid blasting is highly efficient, but requires capital investment. Further, the particle size is likely to change due to wear of the abrasive, and management for ensuring a surface roughness of 50 μm Ry or more requires a great deal of labor.
(5) In friction welding with bolts, the state of the friction surface of the metal member to be joined has a great influence on the slip coefficient of the joint. If black skin, floating rust, dust, oil, paint, welding spatter, etc. are present on the friction surface, the slip resistance will be significantly reduced, so management of the friction surface is important, and management of the friction surface during construction is significant. Effort is required.
(6) If the friction bonding surfaces are coated with rust prevention or the like, the frictional resistance is lowered. Therefore, in order to prevent the decrease, only the friction surfaces are sealed and the metal member to be bonded is painted. And since the boundary part of the friction surface exposed again after bolting at the construction site is painted, there are many high place work, and work such as securing a scaffold becomes very complicated.
(7) In order to solve the problems (1) to (6) described above, a method of directly increasing the slip coefficient by processing irregularities directly on the friction surface of the metal plate to be joined and improving the efficiency of bolt friction welding. Has been devised. However, in this case, due to the bending or warping of the metal plates to be joined, the contact of the concave and convex portions around the bolt, which is important when transmitting the frictional resistance, may be insufficient, and the predetermined slip coefficient may not be secured. There's a problem. Further, the metal members to be joined are custom-made in accordance with the size, the plate thickness, the number of bolts and the interval, and it is generally difficult to perform mass production with the same standard. Therefore, when processing unevenness directly on the metal plate to be joined, the number of work steps increases, which is disadvantageous in terms of cost.

  In order to solve the above-described problems, the present invention does not directly perform uneven processing on one surface of the friction surface of the metal plate to be bonded, but includes the slip resistance members 23 and 24 subjected to uneven processing on both surfaces. Between metal plates (between the under-beam flange 8 and the beam temporary support 13 in the beam temporary placement / joint fitting 15 or between the flanges 11 and 12 of the column 1 and the leg 14 in the beam temporary placement / joint fitting 15. The slip resistance members 23 and 24 corresponding to the number of bolt insertion holes can be standardized, and inexpensive slip resistance members 23 and 24 by mass production can be used in the same manner as bolts. Further, a metal plate to be joined (a beam underlaying support portion 13 in the lower beam flange 8 and the beam temporary placement / joint fitting 15 or a leg portion 14 in the flanges 11 and 12 of the column 1 and the beam temporary placement / joint fitting 15 below. (Similarly) can be solved, the problem described in (7) above can be solved.

  Further, the slip resistance members 23 and 24 shown in the figure will be described. The slip resistance members 23 and 24 are plate-shaped in which a plurality of bolt insertion holes are opened at intervals in the front and rear and left and right directions, as shown in FIGS. The surface of the body is processed with unevenness, and it is made of steel. In the form shown in the figure, convex portions 25 having a substantially triangular cross section on both surfaces are formed into a straight convex portion by a corrugated steel plate that is continuous in a wavy shape. The slip resistance members 23 and 24 having a plurality of bolt insertion holes spaced apart from each other in the front, rear, left, and right directions, than the case where a large number of slip resistance members having only one bolt insertion hole are used. Not only can it be arranged easily, but also the joining operation can be performed efficiently. 11 and 13 (a) and 13 (b), it may be a single-type slip resistance member 23, 24 having a plurality of bolt insertion holes in the front-rear direction. As shown in a) and (b), the sliding resistance members 23 and 24 divided into single-row bolt insertion holes may be used for joining.

The tip of each convex part 25 of the concavo-convex process has a pointed shape (the flat width of the top of the projection is 0 and the tip does not have an R), and an edge is formed at the tip of each convex part 25 Yes. The angle (sharpness) of the convex part tip of the concave / convex processing is not particularly limited, but it is about 70 ° to 90 ° at which the sliding resistance can ensure 1.0 (the same sliding resistance as the axial force of the bolt). The range is most stable and preferred. The reason for this is that if the angle of the tip of each convex part of the slip resistance member is too small, the slip resistance will increase, but the tip of each convex part will not be able to resist the shearing force with the non-joined metal member and will be destroyed. This is because there is a risk of it. On the other hand, if the angle of the tip of each projection is too large, the tip of each projection will be less bitten into the metal member to be joined, and the slip resistance will be reduced. Due to heat treatment such as putting, it is usually several times harder than steel. A high slip resistance can be obtained because the hard protruding portion is difficult to insert into a normal H-shaped steel.

  The reason why the proper range of the projection angle is set to a range of about 70 to 90 degrees is that if the angle is small, very precise and advanced technology is required for processing the projection shape, and mass production is required. Not suitable for cases. In addition, when the angle is large, more energy is required to form the protrusion, and it is difficult to process the protrusion at low cost and speedily.

  In addition, although illustration is abbreviate | omitted as a planar form which provides many convex parts 25, the form which provides many concentric circles from which the magnitude | size which is formed by the convex part continued centering on the bolt penetration hole, or bolt insertion Various forms are possible, such as a form in which a large number of polygons of different sizes formed by continuous convex portions around the hole are provided concentrically in a similar manner. As for the surface pattern by the unevenness processing of the slip resistance members 23 and 24, a stripe pattern orthogonal to the friction direction increases the slip resistance most, but a stable and high slip coefficient can be obtained even with an uneven part pattern with less directivity.

  In order to obtain slip resistance by the large number of protrusions 25 biting into the surface of the metal plate to be joined, the surface state of the metal plate to be joined may be shot blasted, red rust, or even painted. .

  The convex portion (projection) 25 can be formed by cutting, laser processing, knurling, or plasma processing.

  Further, the slip resistance members 23 and 24 will be described in detail. By applying a predetermined torque (tensile force) to the bolts, the convex and concave portions 25 on both sides of the slip resistance members 23 and 24 are made to be bonded metal plates ( The beam underlaying flange 8 and the beam temporary placement support portion 13 in the beam temporary placement / joint fitting 15 or the flanges 11 and 12 of the column 1 and the leg portion 14 in the beam temporary placement / joint fitting 15) are recessed. Increases slip resistance. Here, the slip resistance increases as the hardness of the convex portions 25 of the concave and convex portions of the slip resistance members 23 and 24 is higher than that of the metal plate to be joined.

  Further, since the distribution of force on the friction joint surface when the bolt is tightened is said to be about twice the diameter of the washer, the distance between the bolt holes of the slip resistance members 23 and 24 taking this into account is, for example, the washer The interval may be about twice the diameter.

  When the slip resistance members 23 and 34 as described above are used, the joint surface of the lower flange 8 of the beam 2, the joint surface of the beam temporary support portion 13 (beam support surface 16), the flange 11 of the column 1, Even if the joint surface of 12 or the joint surface of the leg portion 14 in the beam temporary placement / joint fitting 15 is preliminarily anticorrosive coated, the convex portions 25 of the slip resistance members 23 and 24 are not easily penetrated through the anticorrosion coating. 2. Slip resistance can be obtained by biting into the surfaces of the lower flange 8, the beam temporary support portion 13, the flanges 11 and 12 of the column 1, the leg portions 14 of the beam temporary storage / joint fitting 15, etc. A high slip coefficient can be obtained and the friction effect can be maintained. And since it is not necessary to perform the anti-corrosion process around the joint surface immediately after bolt joining like the past, workability is good.

  Further, in a place where workability is poor such as a civil engineering construction site, either the lower flange 8 of the beam 2 or the temporary beam support portion 13, the flanges 11, 12 of the column 1, or the beam temporary placement / joint fitting 15. The slip resistance members 23 and 24 are preliminarily attached to one side of the metal plate to be joined such as one of the portions 14 by an adhesive means or restrained so as not to move, so that the column-to-beam joining work efficiency at the top end of the column is improved. Can be raised.

  For example, when the slip resistance member 24 is disposed between the flanges 11 and 12 at the upper end portion of the column 1 and the leg portion 14 of the beam temporary placement / joint fitting 15, the column 1 is laid down at the factory in a flanged state. 11 and 12 and the leg portion 14 can be easily arranged. However, when the slip resistance member 24 is arranged on the site, either the flange 11 or 12 or the leg portion 14 is placed on the slip resistance member 24. What is necessary is just to temporarily attach by adhesive means, such as a strip tape, using a lower surface or a side peripheral surface. Further, the sliding resistance member 23 may be simply placed on the upper surface of the beam temporary placement support portion 13, but may be temporarily attached to the beam temporary placement support portion 13 by an adhesive means such as a strip tape. When the slip resistance members 23 and 24 are temporarily attached by welding, the slip resistance members 23 and 24 are temporarily attached so as not to disturb the slip resistance action.

  Further, since the slip resistance member 23 is placed on the beam temporary placement support portion 13, the lateral movement restraining member that engages the side surface or corner portion of the beam temporary placement support portion 13 is used as the side surface of the slip resistance member 23. Alternatively, if it is provided by welding or the like so as to protrude downward in the corner portion, the lateral movement restraining member can prevent the lateral movement of the slip resistance member 23, and therefore it is easy without causing the lateral movement or dropping of the slip resistance member 23. The end of the beam 2 can be placed on the sliding resistance member 23, and therefore the beam 2 can be placed on the beam temporary support portion 13 in a stable state and joined together.

  Next, the procedure for joining the column 1 at the top of the column and the beam 2 will be briefly described. As shown in FIGS. 3 and 4, the uppermost column supported by the lower column or foundation in the steel frame is shown. The flanges 11 and 12 at the upper end of the column 1 having an H-shaped cross section such as an H-shaped steel, and the cross-sectional T-shape having the beam temporary support portion 13 disposed laterally at a level higher than the level of the upper end of the column 1 The column 1 with the beam temporary placement / joining metal fitting 15 which is bolted by contacting the leg portion 14 of the beam temporary placement / joining metal fitting 15 (with the slip resistance member 24 intervening if necessary) is spaced apart. As shown in FIG. 2 (or FIG. 6), the beam is temporarily suspended and supported by the beam temporary placement support portion 13 of the beam temporary placement / joining bracket 15 via the suspension hook 10b and the suspension rope 10 of the crane. Of the H-shaped cross-section beam 2 to be transported down After the beam 2 is stabilized by placing the part flange 8, the suspension hook 10 is lowered to loosen the suspension rope 10 supported by the suspension hook, and then FIG. 1 (FIG. 5 or FIG. 7 to FIG. 9). As shown, the beam temporary support portion 13 and the lower flange 8 of the beam 2 may be joined by a bolt 6 (with a slip resistance member 24 interposed as required), and the column 1 and the beam 2 may be joined.

1A and 1B show a joint structure between a column and a beam at the top of a column according to the first embodiment of the present invention, in which FIG. (A) is a side view showing a state where a beam is placed over two beam temporary placement support portions arranged at intervals, and (b) is a state where the lower flange of the beam and the beam temporary placement support portion are bolted together. FIG. It is a side view which shows the construction procedure of the junction structure of the pillar and beam in the pillar uppermost part of 1st Embodiment of this invention, Comprising: It is the side view which shows the state which stood up the some pillar. (A) is the side view which expands and shows the column upper end part of FIG. 3, (b) is a front view. (A) is a side view showing an embodiment in which a beam is placed and joined to a beam temporary placement support portion that is disposed sideways in a form in which a pair of beam temporary placement support portions are symmetrically inclined; FIG. 5 is a side view showing an embodiment in which a beam is placed and joined to a beam temporary placement support portion arranged in a horizontal direction in a form in which a pair of beam temporary placement support portions are inclined in the same plane. (A) is a side view showing a state where a beam is placed over three beam temporary support portions arranged at intervals, and (b) is a bolt connection between the lower flange of the beam and the beam temporary support portion. It is a side view which shows a state. The side view which shows the other form of the stiffener (stiffening member) provided in the beam side, (b) is a front view. It is a perspective view which shows the other form of the stiffener (stiffening member) provided in the beam side. (A) is a side view of embodiment shown in FIG. 8, (b) is a front view. The junction structure of the pillar and beam in the pillar uppermost part of other embodiment of this invention joined through the slip resistance member is shown, Comprising: (a) is a side view, (b) is a front view. The slip resistance member interposed so that it may be mounted in the beam temporary placement support part is shown, Comprising: (a) is a top view, (b) is a side view. The other form of the slip resistance member interposed so that it may be mounted in the beam temporary placement support part is shown, Comprising: (a) is a top view, (b) is a side view. The slip resistance member interposed between the flange of a pillar and the leg part in a beam temporary placing and joining metal fitting is shown, Comprising: (a) is a front view, (b) is a side view. The other form of the slip resistance member interposed between the flange of a pillar and the leg part in beam temporary placing and joining metal fittings is shown, (a) is a front view, (b) is a side view. (A) And (b) is a side view which shows the conventional junction structure of a pillar and a beam.

Explanation of symbols

1 Column 2 Beam 3 Horizontal Bracket 4 Beam Body 5 Splice Plate 6 High Strength Bolt 7 Upper Flange 8 Lower Flange 9 T-shaped Steel Joint Fitting 10 Hanging Rope 10a Lifting Rope 10b Hook 11 Flange 12 Flange 13 Beam Temporary Support Part 14 Leg 15 Beam temporary placement / joint fitting 16 Beam support surface 17a Bolt insertion hole 17b Bolt insertion hole 18 Stiffener 19 Horizontal plate 20 Vertical portion 21 Web 22 Cut T-shaped steel 22a Flange 22b Flange 23 Slip resistance member 24 Slip resistance member 25 Convex

Claims (8)

  In the column-to-beam joint structure at the top of the column in the steel structure, a beam temporary placement and joining bracket having a beam temporary placement support portion at a position higher than the upper end level of the column is fixed to the upper end of the column, A column-to-beam joint structure at the top of the column, wherein the beam is placed and joined to the beam temporary support portion.   T-shaped cross section having a beam temporary support at a higher level than the level of the upper end of the column at the flange of the upper end of the column of the H-shaped cross section in the joint structure of the column and beam at the top of the column in the steel structure The column is characterized in that the beam temporary placing and joining metal fittings are abutted and bolted, and the lower flange of the beam having an H-shaped cross section is placed on the beam temporary placing supporting portion and bolted. Column and beam joint structure at the top.   The column and beam at the top of the column according to claim 1 or 2, wherein stiffeners are provided on both surfaces of the beam web and the upper surface of the lower flange at the joint with the beam temporary support portion. Bonding structure.   Between the beam and the beam temporary placement support part or between the members to be joined between the beam temporary placement fitting and the column, there is an unevenly processed slip resistance member in which convex portions having a substantially triangular cross section on both sides are continued in a wave shape. The joining structure of the pillar and the beam in the uppermost part of the pillar according to any one of claims 1 to 3, wherein the joining structure is performed by a high-strength bolt interposed and inserted therethrough.   The joint structure of a column and a beam at the uppermost part of the column according to claim 4, wherein the joining surface of a member to be joined such as a beam or a column is coated.   The column-to-beam joint structure at the top of the column according to any one of claims 1 to 5, wherein a length of the beam is a beam having a dimension longer than a length between column centers.   In the method of joining a column and a beam at the top of a column in a steel structure, a beam temporary placement / supporting portion having a beam temporary placement support portion disposed laterally at a higher level than the level of the column upper end at the upper end of the column. The beam of the joint bracket is abutted and bolted, and the beam suspended and conveyed via the suspension hook and suspension rope of the crane is placed on the temporary beam support section of the beam temporary placement / joint bracket. Then, the suspension hook is lowered to loosen the suspension rope supported by the suspension hook, and then the beam temporary placement support portion and the beam are bolted together.   In the method of joining a column and a beam at the uppermost part of a column in a steel structure, a temporary beam support portion arranged laterally at a higher level than the level of the upper end of the column on the flange of the upper end of the column having an H-shaped cross section The leg of the T-shaped beam temporary placement / joint fitting having a cross section is abutted and bolted, and the suspension hook and suspension rope in the crane are interposed in the beam temporary placement support portion of the beam temporary placement / joint fitting. After placing the lower flange of the H-shaped cross-section beam to be suspended and transported, the suspension hook is lowered to loosen the suspension rope supported by this, and then the temporary beam support section and the lower flange of the beam are mounted. A method of joining a column and a beam at the top of the column, characterized by bolting.

Images