WO1998036134A1 - Joint for steel structure, and combining structure using the same joints for steel structure - Google Patents

Abstract

A joint for steel structure, provided with an upper diaphragm (4) combined with a lower surface of an upper column (5), a lower diaphgragm (2) combined with an upper surface of a lower column (1), a connection core (3) having a cross section smaller than that of the upper and the lower diaphragms (4, 2), and a height corresponding to that of a beam (11), and gusset plates (10) disposed between the upper and lower diaphragms (4, 2) and fixed at their circumferential edge portions to at least the connection core (3), combination bolt holes (H) being formed in the upper and lower diaphragms (4, 2) and gusset plates (10). This enables the upper and the lower diaphragms (4, 2) and upper and lower flanges of the beam (11) to be combined together by bolts. Consequently, even when a load not smaller than a design load is imparted to the above-described joint in such a case as attached by a big earthquake it is not suddenly broken unlike a weld zone, i.e., a slip occurs first in a through diaphragm and the beam (11), the joint being thereafter broken due to the ductile breaking of either the flanges of the beam (11) or bolts. Thus, a slip, i.e. deformation occurs in a stage before the occurrence of breakage, so that a load is absorbed in the joint, whereby such a sudden breakage as is encountered in a weld zone can be prevented. This enables a combining structure of a high reliability to be obtained.

Description

 Description Joints for steel structures and joint structures for steel structures using the same

 The present invention relates to a joint for a steel structure, which is generally called a connection, and a joint structure for a steel structure using the joint. Background art

 Known structures for large buildings include steel frames (S), reinforced concrete (RC), and steel-framed reinforced concrete (SRC), which are used depending on the purpose and scale of the structure. Among them, steel and steel-framed reinforced concrete can be manufactured in the factory in most of the columns and beams, and can be built in a short period of time because there is little work on site. It became so.

In the steel frame and steel reinforced concrete structures mentioned above, the technique that requires special technology is the joint between columns and beams, and joints are made using joints for steel structures that are generally called connections. In general, the so-called beam-to-column connection method using a column as a column and H-shaped copper (including a built-up H-shaped copper) as a beam member is generally known as a through-diaphragm method, inner diaphragm, or outer diaphragm. The format is known. In the through diaphragm method, the column is cut at the upper and lower flange positions of the beam member, and a diaphragm 40 to 5 O mm larger than the outer diameter of the column is inserted into this section, and the flange of the beam member is welded to this diaphragm In addition, the web of the sword member is welded directly to the column and integrated. This method fits well with the outer wall of ALC, etc., and is often used.On the other hand, as a processing problem, it is necessary to cut the column at several points and re-use it as a single pillar. There are problems that it is difficult to center the column, the number of processing steps is large, and the welding amount is large compared to other methods. In the inner diaphragm method, the column is cut once near the center of the beam material, the diaphragm is welded inside the column at the upper and lower flanges of the beam, the column is integrated again, and this is used as a beam member. This is a welding method. This cannot be adopted when the column diameters of the upper floor and the lower floor are different, and welding becomes difficult if the inner diaphragm mounting depth exceeds the column diameter. There are problems such as receiving. The outer diaphragm method is also called the column penetration method, in which the width of the flange of the beam member is increased without cutting the column at all, or the diaphragm is attached to the outer surface of the column at the flange position of the beam member. It is difficult to reinforce the inside of the column, and the flow of stress is more complicated than other methods.

 In recent years, in the wake of the catastrophic structure destruction in the Great Hanshin Earthquake, research on the state of destruction in steel structures has been conducted. As a result, particularly in the above-mentioned through-diaphragm connection structure, breakage from the welded portion between the beam member and the connection and between the column and the connection was remarkably recognized.

 As described above, in the conventional through-diaphragm system, the flange of the beam member is welded to the diaphragm, and the web of the beam member is welded to the column. In some cases, bolts are mainly used to join the web part that resists shearing force, but all of the upper and lower flanges that resist bending stress are welded, and the same applies to the upper and lower diaphragms and columns of the connection Are joined by welding.

 Hereinafter, a conventional through-diaphragm structure will be specifically described with reference to FIGS. 20 and 21. FIG. 20 is a side view showing an example of a joining structure using a conventional through-diaphragm system, and FIG. 21 is a plan view of FIG.

Referring to the same figure, reference numeral 23 1 denotes a prism (column), reference numeral 23 2 denotes a lower diaphragm, and the entire upper surface of the prism 23 1 is joined by welding. Numeral 2 34 shows the groove of the welding of the prism. 2 3 5 is a prism core having the same external dimensions as the prism 2 3 1, 2 3 6 is a groove for welding the prism core 2 3 5 and the lower diaphragm 2 3 2, and 2 3 7 is a welded portion is there. 2 3 8 is the upper diaphragm, 2 3 9 is the prism core capital 2 3 5 and the upper diaphragm The reference portion of the prism core portion 235 for welding the members 238 and 240 are the welded portions thereof. Also, 2 4 1 is a capital prism, 2 4 2 is a groove formed in the upper prism 2 4 1, 2 4 3 is a weld between the upper surface of the upper diaphragm 2 3 8 and the surrounding area of the upper prism 2 4 1 Welds are shown.

 Here, the lower part of the lower diaphragm 23 2, that is, the welded part 23 3 with the lower prism 23 1 to the welded part 24 of the upper diaphragm 23 8 including the prism core 23 5 The dimensions are the same as those of the beam of the connection part 244 made of H-shaped copper. 2 4 5 is a welded portion between the lower groove 2 4 6 of the connection 2 4 4 and the lower diaphragm 2 3 2, 2 4 7 is an upper groove of the connection 2 4 4, and 2 4 8 is an upper portion The welded part with the diaphragm 238 is shown.

 Reference numeral 249 denotes a welded portion between the prismatic core portion 235 and the connection portion 244, and an end face of the prismatic core portion 235, that is, a welded portion between the prismatic core portion 235 and the connection portion 244. The dimension from 249 to the top end 250 of the connection is generally around 80 cm to lm.

 The prism 2 3 1 and the lower diaphragm 2 3 2, the prism core 2 3 5, the upper diaphragm 2 3 8, and the connection 2 4 4 are welded in the factory, and after that they are assembled by on-site assembly. Will be That is, the beam 25 made of an H-section steel is composed of an upper base plate 252, a lower base plate 253, and a side base plate 254, and these base plates 25 2, 25 3 and 2 The upper and lower, and the left and right sides of the H-shaped steel are connected to each other by a plurality of bolts, nuts, and washers.

 The lower through-diaphragm 2 32 and the upper diaphragm 2 38 located on the upper surface of the prism 2 3 1 and the prism core 2 3 5 have the same dimensions, respectively, and the prisms 2 3 1, 2 4 1 and 2 It is welded at the welds 2 3 3, 2 3 7, 2 4 0, 2 4 3 around the prismatic core 2 3 5, and the connection 2 4 4 is connected to the upper diaphragm 2 3 8. It is welded at the welded portion 248, the welded portion 245 with the lower diaphragm 232, and the welded portion 249 with the prismatic core 235.

Welding as a means of joining steel materials has a considerable strength with the development of technology. Despite gaining reliability, there are still strong craftsmanship elements, and even in the case of mechanized products, there is the danger that the base material itself will be weakened by the heat generated during welding. Furthermore, when compared to solid steel plates, the risk of brittle fracture still remains at the welds, which may be a factor in catastrophic failure in the event of ground debris. Conceivable.

 That is, in the case of continuous solid material (meaning that it is not welded), for example, when a tensile force is applied, the material itself firstly undergoes a large elongation, which eventually leads to ductile fracture, and the fracture mechanism is compared. It can be easily predicted. On the other hand, if there is a joint by welding, a sudden tensile fracture will occur from this weld, and it is difficult to predict the fracture mechanism.

 Here, the shaking during an earthquake can be divided into two major categories: vertical shaking and horizontal shaking.The breakage of the weld between the joint and the column is mainly caused by the horizontal shaking, and the joint and the beam. The fracture of the welded portion is mainly caused by vertical pitching.

 As mentioned above, one of the causes of catastrophic destruction during ground shading is that in the case of through-diaphragm type structures, the welding used to join the diaphragm and the beam flange or the welding between the diaphragm and the column is completely. It has been reported that the rupture has occurred and the beam or pillar has fallen. Therefore, in order to prevent catastrophic destruction and minimize human damage in the event of the occurrence of blinds, allow some deformation of the structural material and prevent falling of beam members and columns due to complete breakage It can be said that everything is important. The problem to be solved by the present invention is to provide a joining means which has a relatively simple structure and does not cause sudden breakage even when a breaking load is applied such as during an earthquake. Disclosure of the invention

In order to solve the above-mentioned problems, the boiled invention of the present invention is based on a fundamental study of a column-beam joint structure. Instead of joining with the diaphragm, the diaphragm and bolt joints were cut out from one sheet of steel, and the idea was to adopt a structure in which the extension of the diaphragm and the beam were bolted together in the field. Even so, we have completed a joint structure that does not suddenly break.

 That is, the present invention relates to a joint for a steel structure which is arranged between an upper column and a lower column and is used for joining the column and the beam member, wherein the upper diaphragm and the lower column joined to the lower surface of the upper column. A lower diaphragm joined to the upper surface of the lower diaphragm, a connection core having a smaller cross section than the upper diaphragm and the lower diaphragm, and having a length corresponding to the beam of the beam member; and between the upper diaphragm and the lower diaphragm. A gusset plate, the periphery of which is fixed to at least the connection core, and a bolt hole for joining with the beam member is formed in the upper diaphragm, the lower diaphragm, and the gusset plate. Thus, the above problem can be solved.

 As a result, the upper and lower diaphragms and the upper and lower flanges of the beam member can be joined by bolt joining, and even when a load greater than the design load is applied, such as in a huge ground, the welded portion is not welded. As described above, the splice plate slips through the splice plate and the through-diaphragm and the beam material without sudden breakage, and then breaks due to ductile fracture of any of the flange, splice plate, and port of the beam member. In this way, slippage, or deformation, occurs before the fracture, which absorbs the load and prevents sudden fractures such as welds, thereby obtaining a highly reliable joint structure. be able to.

Here, as the connection core, a conventionally used column type having a rectangular cross section or an H-shaped copper component can be used, and further, an H-shaped copper is used as the beam member. be able to. In the present specification, the term “constituent element” refers to a column type in which a plate (gusset plate) for joining with a web of a beam is provided on the side surface of a column having a rectangular cross section. In the case of steel, this means including a shape as if a pair of H-shapes were crossed at the web portion. Further, the joint structure between the through-diaphragm body and the beam member made of H-section steel is characterized in that at least the upper and lower diaphragms and the upper and lower flanges of the beam member are joined by bolt joining.

 In order to maximize the effect of the present invention, it is desirable that the upper and lower diaphragms, the upper and lower flanges of the beam member, and the web of the beam member and the connection core are all joined by bolts. By bolting the upper and lower flanges of the beam member and the upper and lower flanges that bear the burden, sudden breakage can be prevented. This means that the weakest part in the joint structure is a bolt joint, and when a load greater than the design load is applied, the splice plate and the through diaphragm and the beam member are joined so that slippage occurs. Therefore, when a destructive load is applied, the beam is broken by ductile fracture of any of the flange, splice plate and bolt of the beam member.

 Another aspect of the present invention is a joint for a steel structure, which is arranged between an upper pillar and a lower pillar made of a steel pipe and is used for joining the pillar and the beam member, and is joined to a lower surface of the upper pillar. An upper diaphragm, a lower diaphragm joined to the upper surface of the lower column, a connection core disposed at the upper diaphragm and the lower diaphragm and integrated with the upper diaphragm and the lower diaphragm, and the upper diaphragm and the lower diaphragm. A gusset plate arranged between the diaphragms and having at least a peripheral edge fixed to the connection core; and a bolt hole for joining with the beam material is provided on the upper diaphragm, the lower diaphragm, and the gusset plate. And a reinforcing member protruding in the column direction from the upper diaphragm and the lower diaphragm.

In the joint structure of a steel structure using this joint, a joint for a steel structure is arranged at a joint of the steel structure, and the reinforcing member is arranged so as to protrude into the inner space of the upper column and the lower column. In addition, concrete is filled into the inner space of the upper pillar and the lower pillar and the inner space of the connection core, and the upper pillar, the lower pillar, and the steel frame are filled. A joint for a structure is integrated.

 As a result, the joint and the upper and lower columns are connected by a concrete column formed in the prison tube, especially a reinforced concrete column reinforced by a reinforcing member provided in the joint, in addition to the joining force such as welding. Even after the rupture load is applied and the weld is broken, it is supported by the reinforced concrete columns, so that the joints and columns are not suddenly disconnected.

 The reinforcing member used can be a commonly used deformed reinforcing bar (including high-strength steel) or a rod-shaped member made of carbon fiber that is strong and lightweight against tension. It is arranged so as to penetrate the diaphragm. As a result, the upper column and the lower column centered on the joint will be integrated by the reinforced concrete, in addition to the joining strength of the steel by welding. In addition, by arranging reinforcement members along the entire length of the upper and lower pillars and joining them to the reinforcement members at the joints, the steel pipes function as hoop reinforcements, and are filled with concrete, making them equivalent to steel-framed reinforced concrete structures. «Steel frame construction that does not need is possible.

 The bending moment acting on the rigid frame structure transmitting the moment at the contact point is largest at the joint near the joint, and tends to decrease as the distance from the joint increases. For this reason, by setting the protrusion amount of the reinforcing member to 50 to 150 cm, it is possible to reinforce the joint without making the reinforcing member longer than necessary.

 As a result, as described above, in addition to the joint and the column member, that is, the strong connection in the vertical direction, the joint between the joint and the beam member can be connected with high reliability. In other words, the diaphragm and bolt joint are cut out from a single steel plate, and the extension of the diaphragm and the beam are bolted together at the site, so that the flange, splice plate, and bolt of the beam can be removed. The structure breaks due to any ductile fracture, and even if the structure is slightly deformed, a joint structure that does not suddenly break like welding can be obtained.

Can be used in a variety of shapes as beam member, ^H-section steel (bi In this case, the upper and lower flanges and webs of the beam members are connected to the upper and lower diaphragms and gusset plates of the joints for steel structures by bolts.

 Also, when joining the joint and the beam member, it is desirable to provide a gap between the end face of the joint for steel structure and the end face of the beam member, and to join via a splice plate. As a result, when a load is repeatedly applied in the opposite direction such as an earthquake, the amount of movement and elongation can be absorbed by this gap, and buckling (buckling) when a compressive force acts can be effectively prevented. it can.

 This is because the weakest part in the joint structure is a bolt joint, and when a load exceeding the design load is loaded, the splice plate and the through diaphragm and the beam member are joined so that slip occurs. Therefore, when a breaking load is applied, fracture occurs due to ductile fracture of any of the flange, splice plate, and bolt of the beam.

 The joint and joint structure for a steel structure according to the present invention include a pin structure on the girder side, a corner pillar for joining two-way beam members having an opening of 90 degrees, and a three-way beam member. It can be applied to various structures such as the same beam type, and the central beam type that joins beam members in four directions. BRIEF DESCRIPTION OF THE FIGURES

FIG. 1 is a perspective view showing an example of a joint structure according to the present invention, FIG. 2 is a side view of FIG. 1, FIG. 3 is a plan view of FIG. 1, and FIG. FIG. 5 is a perspective view of the through-diaphragm body shown in FIG. 4, FIG. 6 is a graph showing test results of the method of the present invention, and FIG. 7 is a graph showing test results of the conventional method. 8 to 13 are plan views showing other examples of the diaphragm. FIG. 14 is a perspective view showing a joint structure of a steel structure using another steel structure joint of the present invention. FIG. 15 is a longitudinal sectional view of the joint structure shown in FIG. The figure is a cross-sectional view of the joint structure shown in FIG. FIG. 17 is a perspective view showing the steel structure joint of FIG. 14 alone. The first 8 views (a) is an explanatory view showing a breakdown situation by lateral forces in the joining structure of the present invention shown in the first ⁴ figures, shows a breakdown situation due to the lateral force in (b) the conventional joint structure FIG. 19 (a) is an explanatory view showing a state of fracture due to a longitudinal force in the joint structure of the present invention, and FIG. 19 (b) is an explanatory view showing a state of fracture due to a longitudinal force in a joint structure of the conventional structure. FIG. FIG. 20 is a side view showing a conventional joining structure, and FIG. 21 is a plan view of FIG. BEST MODE FOR CARRYING OUT THE INVENTION

 Hereinafter, the present invention will be described in more detail with reference to the accompanying drawings in order to explain the present invention in more detail. FIG. 1 is a perspective view showing an example of the joining structure of the present invention, FIG. 2 is a side view of FIG. 1, and FIG. 3 is a plan view of FIG. FIG. 4 is a perspective view showing another example of the joining structure, and FIG. 5 is a perspective view of the through-diaphragm body shown in FIG.

 In FIG. 1, 1 is a lower prism, 2 is a lower diaphragm, and 3 is a prism core having the same dimensions as the lower prism 1. The upper diaphragm 4 is the same as the lower diaphragm 2 in both thickness and appearance. 5 is an upper prism installed on the upper part. These upper and lower diaphragms 2 and 4 form a diaphragm portion and a bolt joint described later from a single steel plate.

 The prism core 3 and the upper and lower diaphragms 2, 4 and the gusset plate 10 constitute a so-called through-diaphragm body which is joined and welded into a product, and the upper and lower diaphragms 2, 4 and the gusset plate 10 are formed. All the bolts are provided with holes for connecting with the stern member 11.

FIG. 2 shows a side view of FIG. 1, and reference numeral 6 denotes a groove provided on the upper surface of the lower prism 1, which is a joint portion in contact with the lower diaphragm 2. Similarly, 7 is a groove on the lower surface of the prism core portion 3 that contacts the lower diaphragm 2, 8 is a groove that contacts the upper surface of the prism core portion 3 and the upper diaphragm 4, and 9 is a groove on the upper prism 5. Upper diaphragm on lower surface The groove portions in contact with 4 are shown. As described above, reference numeral 10 denotes a gusset plate welded to a predetermined position of the prismatic core portion 3 and is provided corresponding to the beam member 11 made of an H-section steel. Also, the end face of the beam member 1] and the side face of the prism core part 3 are joined with a gap of about 5 to 1 Omm provided.

 Referring to FIG. 3, which is a plan view of FIG. 2, the prism core 3 is welded to the upper diaphragm 4 at four sides, and a gusset plate 10 is welded to the side of the prism core 3. After the web is fixed to the gusset plate 10 and assembled, the beam 11 is fixed with the upper diaphragm 4 and the bolts 12 and the nuts 13, and the bolts 12 and the nuts are similarly formed with the lower diaphragm 2. Fixed at 1 3

 In the joining operation, both ends of the beam member 11 are inserted between the lower diaphragm 2 and the upper diaphragm 4, and the upper diaphragm 4 and the beam member 11 are further fixed with bolts 12 and nuts 13. At this time, if necessary, insert a steel plate of the required thickness for thickness adjustment and fix it with bolts 12 and nuts 13.

 When using the beam 11 having a smaller height than the width of the lower diaphragm 2 and the upper diaphragm 4, insert a block having an equivalent thickness between the lower diaphragm 2 and the beam 11, Further, a boiler (not shown) may be used between the lower part of the upper diaphragm 4 and the beam member 11. Next, the gusset plate 10 and the beam member 11 are fixed with bolts 12 and nuts 13, and then the lower diaphragm 2, the upper diaphragm 4, and the beam member 11 are fixed to complete the joining operation.

 The joint structure shown in Fig. 4 consists of columns and connection cores made of H-section steel, and is mainly used for SRC (steel reinforced concrete) construction. In the present embodiment, components corresponding to the previous embodiment are denoted by the same reference numerals.

In the figure, numeral 7 denotes a column having H-shaped copper as a constituent element. The H-shaped steel 71 and the web of the H-shaped steel 71 are divided into webs by cutting the H-shaped copper at a web portion 7 2, 7 3 Are joined by butt welding. The pillar 70 is vertically divided in the same manner as described with reference to FIGS. 1 and 2, and a through-diaphragm body 80 is disposed at the joint. As in the previous embodiment, the column 70 and the through-diaphragm body 80 are joined by welding.

 The through-diaphragm body 80 of the present embodiment has the same cross section as the above-described column 70 and has a same height as the web height of the beam member 11. The upper diaphragm 85, the lower diaphragm 86, and the side surfaces of the connecting core 81, which are joined by welding and formed by cutting from a single steel plate, are arranged so as to face the web of the sill member 11. Gusset plate 87. Here, the gusset plate 87, the connection core 81, and the upper and lower diaphragms 85, 86 are joined by welding. Further, as clearly shown in FIG. 5, the upper and lower diaphragms 85, 86 and the gusset plate 87 are provided with a number of joining bolt holes H to be described later.

 90 is a splice plate which is arranged on both sides of the flange and the web of the joint, and is joined and fixed by bolts 12 and nuts (not shown). The end faces of the upper diaphragm 85, the gusset plate 87, and the lower diaphragm 86 are on the same plane, and between the end faces of these members 85, 86, 87 and the end face of the beam member 11 Are bolted together through a splice plate 90 with a gap of about 5 to 10 mm.

 In each of the joint structures shown in FIGS. 1 to 4 described above, the through-diaphragm body 80 and the beam member 11 are bolted together, and this joint is the weakest part in the joint structure. When a load greater than the design load is applied as shown in, the splice plate 90 first slides through the diaphragm body 80 and the beam member 11 without sudden breakage like a welded part. Later, any of the flange of the beam member 11, the splice plate 90, and the bolt 12 will be destroyed by ductile fracture or buckling. As described above, the slippage or deformation occurs before the fracture occurs, thereby absorbing the load energy and preventing a sudden fracture such as a weld.

Next, advantages of the present invention will be described based on actual experimental results. 6th Fig. 7 shows a hysteresis curve in the joint structure by bolt joining of the present invention, and Fig. 7 shows a hysteresis curve in the joint structure by conventional welding. In the figure, the horizontal axis shows the beam deformation and the vertical axis shows the load.

 The experimental results show that the method of the present invention stabilizes the behavior after sliding and does not show any extreme reduction in proof stress such as breakage, whereas the conventional method shows the characteristics of the behavior of the beam members, At the initial loading stage, the plastic moment did not reach, and after sufficient deformation, the flange weld fractured.

 Also, as is clear from the figure, the hysteresis curve of the present invention is greatly different from that of the conventional type because the bolt involves slippage, but the area inside the hysteresis curve is absorbed by this joint. It is equivalent to energy, equivalent to energy consumption at the time of ground exhibition, and the method of the present invention, which has a large surface area, is superior to the conventional method in attenuating the dew force. I understand. In addition, the conventional method causes a sudden tensile fracture, but the method of the present invention makes it easy to understand the mechanism of destruction, such as bolt slippage or tensile fracture at the cross-section where the bolt hole is missing in the bolt. This hysteresis curve can be predicted at the time of design, and is easily reflected in seismic design.

 In addition to the above, the load shows an elastic load-deformation relationship under a load assumed to be a short-term load, and the subsequent loading causes the first slip of the bolted joint when the total plastic moment is exceeded. Further, on the opposite side where the load was reversed, slippage occurred without reaching the full plastic 4 moment, and the proof stress decreased immediately after slipping, but the proof stress was restored with the deformation, and the bearing became a bearing state. After the slippage occurred again, the yield strength was restored after a large deformation. As is generally said, the slip-type load-deformation relationship was caused by the deterioration of the friction surface after slippage and the decrease in bolt tension. The burr resistance did not completely disappear.

Thus, in the present invention in which the flanges of the beam members are bolted, the bolts which are conventionally used and which are easy to use are used, and the reliability is low in which breakage does not occur. 髙 ぃ A joint structure can be obtained. Also, the working cost can be greatly reduced.

 Next, another embodiment of the through-diaphragm body and the joining structure to which the present invention can be applied will be described with reference to FIGS. 8 to 13. FIG.

 FIG. 8 shows the shape of the upper and lower diaphragms 15 showing the shape of the four surrounding portions of the steel structure, and the joint with the beam member is formed in two directions. W is equal to or wider than the flange width of the H-beam. L is less than 60 cm in length. The upper and lower diaphragms have a through-diaphragm structure as in the previous embodiment.

 FIG. 9 is a view showing a state in which joints with the beam members are formed in three directions at the studs. The upper and lower diaphragms 16 are hexagonal.

 Fig. 10 shows a view of the studs inside the building, that is, the center pillars. In this case, the joints with the beam members project in four directions, so the shape of the upper and lower diaphragms 17 Becomes an octagon.

 Further, FIGS. 11 to 13 are modifications of the shape of the diaphragm in FIGS. 8 to 10, and the diaphragm 15 in FIG. 8 corresponds to the diaphragm 15 in FIG. A diaphragm 18 corresponds to the diaphragm 16 in FIG. 9 and a diaphragm 19 in FIG. 10 corresponds to the diaphragm 17 in FIG. 10, and a diaphragm 17 in FIG. 13 corresponds to the diaphragm 17 in FIG. Diaphragm 20. In addition to this, a diaphragm having a different shape based on the prism core 3 can be considered.

 In the through-diaphragm body of the present invention, diaphragms having various shapes as described above can be used.

FIG. 14 is a perspective view showing a joint structure using a joint for a steel structure according to another embodiment of the present invention, which is of the same beam type in three directions. FIG. 15 is a longitudinal sectional view of the joint structure shown in FIG. 14, FIG. 16 is a transverse sectional view of the joint structure shown in FIG. 14, and FIG. 17 is for the steel structure shown in FIG. It is a perspective view which shows a joint by itself. In these figures, 110 is a lower column, 112 is an upper column, 114 is a beam made of H-shaped steel, and these lower column 110, upper column 112, and beam 114 are shown. Are integrated vertically and horizontally by a steel structure joint 120. The lower pillar 110 and the upper pillar 112 are square steel pipes, and the interior space is filled with concrete 129 without gaps.

 As clearly shown in FIG. 17 in particular, the joint 120 has upper and lower diaphragms 122, 123 formed seamlessly by cutting a single steel plate, and the upper and lower diaphragms 122, 1, 2 Connection core 1 2 1 arranged at 2 3 and joined to upper and lower diaphragms 1 2 2 and 1 2 3 by welding, end face of upper and lower diaphragms 1 2 2 and 1 2 3 joined to the side of connection core 1 2 1 The gusset plate 1 2 4 and the upper diaphragm 1 2 2, the connecting core 1 2 1 and the lower diaphragm 1 2 3 It is constituted by.

The connection 1 2 1, the upper and lower diaphragms 1 2 2, 1 2 3 and the gusset plate 1 2 4 constitute a so-called through-diaphragm body, and the upper and lower diaphragms 1 2 2 and 1 2 3 The upper end surface of the lower column 110 and the lower end surface of the upper column 112, which are smaller in cross section than 2, 123, are fixed by welding. The end faces of the upper and lower diaphragms 122, 123 in the three directions are shaped to correspond to the flanges of the beam 114, and the gusset plate 124 is shaped to correspond to the web of the beam 114. Returning to FIG. 17, two rows of bolt holes 1 2 8 are drilled around the gusset plate 1 2 4 at the three distal ends of the upper diaphragm 1 2 2 and the lower diaphragm 1 2 3 of the present embodiment. At the approximate center, concrete injection holes 127 for filling concrete 127 are formed, respectively. A row of bolt holes 128 is provided at the tip of the gusset plate 124 in the vertical direction. By providing such a bolt hole 128 in all of the upper and lower diaphragms 122, 123 and the gusset plate 124, the joint 120 and the beam member 114 are formed as described later. Can be connected by bolt connection. As rebar 1 2 5 have been described above, is attached in a state of penetrating the upper diaphragm 1 2 2 and Joint core 1 2 1 and Shitada Iafuramu 1 2 ³ clearly shows Suyo the first 5 Figure Then, a reinforcing bar 125 is inserted from a through hole (not shown) formed in the upper and lower diaphragms 122, 123, and is fixed to the peripheral wall of the through hole by welding. Although not shown in Fig. 15, it is also possible to arrange a reinforcing bar along the entire length of the upper and lower columns 112, 110 and join it with the reinforcing bar 125 at the joint 12 °. it can.

 Referring to FIG. 14, as described above, the joints 120 are arranged at the joints of the upper and lower columns 1 1, 1 1 0 and the beam members 1 1 4, and the joints 1 2 0 and the beam members 1 1 4 is connected to a bolt B and a nut (see Fig. 19) via a splice plate 130. The joint 120 and the upper and lower pillars 112, 110 are fixed by welding, and the interior space of the upper and lower pillars 112, 110 and the interior space of the connection core 122 are filled. The upper and lower columns 1 1, 1 1 0 and the joint 1 2 0 are integrated with the concrete 1 29 that has been provided. Note that the end face of the joint 120 and the end face of the beam member 114 are not completely adhered to each other, but are joined with a gap of about 1 Omm provided. Thus, when a load is repeatedly applied in the opposite direction such as an earthquake, the amount of movement and elongation can be absorbed by this gap, and backing can be effectively prevented when a compressive force acts.

 In the above joint structure, the through-diaphragm type joint 120 and the beam member 114 are bolted together, and this joint is the weakest part in the joint structure. When the load is applied, the splice plate 130 and the joints 120 and the beam 1 114 slip without causing sudden breakage like a weld, and then the beam 1 Failure due to ductile failure or buckling of any of 14 flange, splice plate 130 and bolt B. In this way, slippage, ie, deformation, occurs before the fracture, so that the load energy is absorbed and sudden fractures such as welds can be prevented.

Fig. 18 Fig. 19 is an explanatory diagram showing the state of destruction. Fig. 18 (a) FIG. 7B is an explanatory diagram showing a state of fracture due to a lateral force in a bright joint structure, and FIG. 7B is an explanatory diagram showing a state of fracture due to a lateral force in a conventional joint structure. FIG. 19 (a) is an explanatory view showing the state of fracture due to longitudinal force in the joint structure of the present invention, and (b) is an explanatory view showing the state of fracture due to longitudinal force in the joint structure of the conventional structure. is there.

 Referring to Fig. 18, the conventional joint structure joins the upper prism 14 1 and upper diaphragm 13 8 when a horizontal force such as an earthquake sway acts as shown in Fig. 8 (b). The welded part 1 43 is suddenly broken, and the upper prism 14 1 and the upper diaphragm 1 38 are separated.

 On the other hand, in the joint structure of the present invention, as shown in FIG. 2A, even when the welded portion W breaks, the upper and lower pillars 112, 110 內 portion and the connection core 1 2 1 The concrete 1 29 filled inside forms a continuous concrete column, and in particular, the part where concentrated stress is applied is further reinforced by the reinforcing bar 125, which effectively resists external force, as in the past. The column 1 1 2 and the joint 1 2 0 are no longer suddenly disconnected.

Next, the situation of destruction due to pitching will be described with reference to FIG. As described in the prior art, when a large force F ₂ in the longitudinal direction acts, in the conventional joint structure, the weld between Daiafuramu as shown in FIG. 5 (b) is suddenly broken. On the other hand, in the joint structure of the present invention, since the upper diaphragm 122 is formed by a single copper plate, and all of the beam members 114 are connected by bolts, a sudden break may occur. No, it is destroyed by ductile fracture.

In this embodiment as well, as described in the previous embodiment with reference to FIGS. 6 and 7, the joint structure of the present invention stabilizes the behavior after slippage and causes extreme While the conventional joint structure did not show a significant decrease in proof stress, the characteristics of the behavior of the swordwood material appeared, and the initial loading stage did not reach the full plastic moment. Of the joint structure of the present invention, It is more effective at attenuating seismic force than ba.

 In addition, it shows an elastic load-deformation relationship under a load assuming a short-term load, and the subsequent load causes the first slip of the bolted joint when the total plastic moment is exceeded. In addition, on the opposite side where the load was reversed, slippage occurred without reaching the total plastic moment, and the proof stress decreased immediately after slipping, but the proof stress was restored with deformation, and the bearing became a bearing state. After the slippage occurred again, the yield strength was restored after a large deformation. As is generally said, the slip-type load-deformation relationship was caused by the deterioration of the friction surface and the decrease in bolt tension after the occurrence of slip. Did not completely disappear.

 Even when a horizontal force was applied to the upper and lower columns 1 12 and 1 10, the same tendency as in the above experiment was confirmed by the action of the reinforcing bars 125 and the concrete 1 29 as reinforcing members. .

 As described above, in the joint structure of the present invention in which the reinforcing steel bar 125 is provided in the joint 120, the concrete 120 is filled, and the flange of the beam member 114 is bolted, It is possible to obtain a reliable joint structure that does not easily break by using bolted joints that are easy to construct. In addition, the working cost can be significantly reduced. Industrial applicability

 As described above, the joint for a steel structure and the joint structure of the steel structure using the joint according to the present invention can be suitably used particularly for a large-scale building of a steel structure or a steel reinforced concrete structure.

Claims

 The scope of the claims 1Joint for a steel structure which is arranged between an upper pillar and a lower pillar and is used for joining the pillar and the beam member, wherein the joint is lower than the upper diaphragm and the front diaphragm which are joined to the lower surface of the upper pillar. A connection core having a small cross section and a length corresponding to the beam of the beam member; and a gusset plate disposed between the upper diaphragm and the lower diaphragm and having at least a peripheral edge fixed to the connection core. A joint for a steel structure, wherein the upper diaphragm, the lower diaphragm, and the gusset plate are formed with bolt holes for joining with the beam member.  2. The joint for a steel structure according to claim 1, wherein the connection core is a column type or an H-shaped steel, and the beam is an H-shaped steel.  3. A joining structure of a through-diaphragm body in which upper and lower surfaces are joined with a diaphragm wider than the connection core and a beam member made of H-shaped steel, wherein at least the upper and lower diaphragms and the upper and lower flanges of the beam member are connected. Joint structure of steel structures joined by bolt joints.  4. The joint structure for a steel structure according to claim 3, wherein the connection core includes one of a column type and an H-beam.  5. The joint structure for a steel structure according to claim 3, wherein a gap is provided between an end face of the through-diaphragm body and an end face of the beam member, and the gap is joined via a splice plate.  6. The joint structure for a steel structure according to claim 3, wherein a weakest portion of the joint structure due to a longitudinal force is a bolt joint.  7. A splice plate for bolt connection, wherein the splice plate and the through-diaphragm body and the beam member are joined so as to generate slip when a load greater than a design load is applied. The joint structure of the steel structure described in the above. 8. When the breaking load is applied by the vertical force, the flange and splice spray of the beam member 5. The joint structure of a steel structure according to claim 3, wherein the joint is destroyed by ductile fracture of either of the bolt or the bolt.  9. A joint for a steel structure disposed between an upper column made of a steel pipe and a lower column, and used for joining the column and the beam member, wherein the upper diaphragm is joined to a lower surface of the upper column. A lower diaphragm joined to the upper surface of the lower pillar; a connection core disposed between the upper and lower diaphragms and integrated with the upper and lower diaphragms; A gusset plate disposed between the diaphragms and having at least a peripheral edge fixed to the connection core; and a bolt hole for joining with the beam material is provided in the upper diaphragm, the lower diaphragm, and the gusset plate. A joy for a steel structure, comprising: a reinforcing member formed in the column direction and protruding from the upper diaphragm and the lower diaphragm. Door.  10. The joint for a steel structure according to claim 9, wherein the reinforcing member is made of a reinforcing bar or carbon fiber, and is a rod-shaped member that penetrates the lower diaphragm, the connection core, and the upper diaphragm.  11. The joint for a steel structure according to any one of claims 5 to 10 is arranged at a joint of the steel structure, and the capturing member projects into the internal space of the upper pillar and the lower pillar. The upper column, the lower column, and the joint for the steel structure are further formed by filling concrete into the inner space of the upper column and the lower column and the inner space of the connection core. Structure of a steel frame structure.  12. The beam member is made of H-shaped steel, and upper and lower flanges and a web of the beam member are joined to upper and lower diaphragms and a gusset plate of the joint for a steel structure by bolting. The joint structure of the steel structure described in the above.  13. The joint structure for a steel structure according to claim 11, wherein a gap is provided between an end face of the through-diaphragm body and an end face of the beam member, and the gap is joined via a slicing plate. 14. The weakest part due to the vertical force in the joint structure is a bolt joint. Item 11. A joint structure of a steel structure according to item 11 to item 13.  15. A splice plate for bolt connection, wherein the splice plate and the through-diaphragm body and the beam member are joined so as to generate a slip when a load greater than a design load is applied. 14. A joint structure for a steel structure according to any one of claims 14 to 14.  16. The steel structure according to any one of claims 11 to 15, wherein the steel structure is joined so as to be broken by ductile fracture of any of a flange, a splice plate, and a bolt of a beam member when a breaking load is applied by a longitudinal force. Joint structure.