JP2016014306A - Welded structure for steel structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a welding method simplified in welding a welded and connected portion of a gusset plate and reduced in curtails work time, while ensuring strength of a steel structure in which a girder and a beam are connected with a high-strength bolt.SOLUTION: A welded structure is for a steel structure having a girder and a beam composed of H-steels connected with a high-strength bolt via a gusset plate welded on the girder. The gusset plate is fillet-welded intermittently to the girder, in the following steps of: bringing an edge surface of the gusset plate into contact with an upper flange, a lower flange and a web of the girder; performing fillet-welding by first and second continuous welding lengths on both sides of the edge surfaces that come into contact with the upper flange and the lower flange, in a longer-side direction, so as to exceed torque deriving from a shearing force of the high-strength bolt; and performing fillet-welding by a third continuous welding length on both sides of the edge surface that comes into contact with the web, in the longer-side direction, so as to exceed the shearing force of the high-strength bolt.

Description

The present invention relates to a welded structure of a steel structure in which a gusset plate and a large beam, which are used for connecting a steel structure large beam and a small beam, are welded, and the gusset plate and the small beam are connected with a high-strength bolt.

Conventionally, in a steel structure, a gusset plate, which is a steel plate, is often used for joining members gathering at nodes of the steel structure. Then, the gusset plate and the large beam used for connecting the large beam and the small beam are welded at the factory, and the gusset plate and the small beam are connected and fixed by using high cabolt frictional bonding. In the conventional technique for connecting the steel structure large beam and the small beam with high-strength bolts, the both sides of the end face of the gusset plate that contacts the web of the large beam and the upper and lower flanges are all along the entire circumference. I was welding around the fillet.
In addition, in the field of welding, the fillet welding method for vibration-damping steel plates is a staggered intermittent fillet welding (that is, welding) between the vibration-damping steel plates and ordinary steel materials in order to ensure the function as an energy damping material for vibration and noise. A technique in which fillet welding in which a portion and a portion not to be welded are alternately present alternately is also disclosed (see, for example, Patent Document 1).

JP-A-2-46979

However, in the technology of connecting steel beams of large and small beams with high-strength bolts, the entire circumference fillet is welded along the entire circumference on both sides of the end face of the abutting gusset plate to the web of the large beam and its upper and lower flanges. The welding strength with the gusset plate can be sufficiently secured. However, since the large beam and the small beam are coupled with high-strength bolts, the strength of the joint is determined by the shear strength of the high-strength bolts. Therefore, the entire fillet weld of the gusset plate is longer than necessary with respect to the weld length required for the welded portion. Therefore, all-around fillet welding has a problem that it takes extra welding material and working time.
In addition, since a plurality of small beams are attached to one large beam, the number of gusset plates to be welded to the large beam also increases, which increases the time required to manufacture the steel beam and affects the construction period of the entire structure. There was also a point.
In addition, as an example of intermittent fillet welding, there is one in which the end surface of a normal steel plate is brought into contact with the surface of the control steel plate and the corner portion is intermittent fillet welded, but this includes two sheets sandwiching the resin layer of the control steel plate In order to prevent the steel plates from being pulled apart, this technique is performed in consideration of the characteristics of the resin, and does not consider the strength of the steel structure that joins the large and small beams.

The present invention has been made in view of such circumstances, and in a steel structure in which a large beam and a small beam are connected with high-strength bolts, simplification of a welding method for a welded joint portion of a gusset plate while ensuring the strength of the joint portion. An object of the present invention is to provide a welding method that can shorten the working time.

The welded structure of a steel structure according to claim 1, which meets the object, is a steel structure in which a large beam and a small beam made of an H-shaped steel material are connected with a high-strength bolt via a gusset plate welded to the large beam. The end faces of the gusset plate are brought into contact with the upper flange, the lower flange and the web of the large beam, and the high strength bolts are arranged on both sides along the longitudinal direction of the end faces in contact with the upper flange and the lower flange. The fillet is welded for the first and second weld lengths continuous so as to exceed the couple generated by the shearing force, and the high strength is provided on each side along the longitudinal direction of the end surface in contact with the web. Intermittent fillets are joined so that the fillet is welded for a continuous third weld length so as to exceed the shearing force of the bolt.

The welded structure of the steel structure according to claim 2 is the welded structure of the steel structure according to claim 1, wherein the first, second and third weld lengths are respectively the leg lengths of the fillet weld. The length is 10 times or more.

The welded structure for a steel structure according to claim 3 is the welded structure for a steel structure according to claim 1, wherein the welded portion having the third weld length is provided at the center in the height direction of the web. It has been.

The welded structure for a steel structure according to claim 4 is the welded structure for a steel structure according to any one of claims 1 to 3, wherein the welded portion having the third weld length is divided into two or more. It consists of welded parts.

The welded structure of the steel structure according to claim 5 is the welded structure of the steel structure according to claim 4, wherein the welded portion having the third weld length is composed of a welded portion divided into two. The divided welds are provided at the upper and lower portions of the web in the height direction.

The welded structure of the steel structure according to claim 1 is a welded portion of the upper and lower flanges of the large beam and the portion where the web and the gusset plate are welded in the steel structure connected by high strength bolts via a gusset plate welded to the large beam. The fillet is welded with the optimum length of only the straight part according to the strength of the high strength bolt. As a result, in steel structures where large beams and small beams are connected with high-strength bolts, the strength of the steel structure is ensured, and further, fillet welding of only the straight portion is sufficient, so welding of the welded joint of the gusset plate It is possible to simplify the method and shorten the work time.

In particular, in the welded structure of the steel structure according to claim 2, since the leg length of fillet welding is 10 times or more, the strength of each welded portion can be sufficiently maintained.

In particular, in the welded structure of a steel structure according to claim 3, since the welded portion with the web of the large beam is provided at the center in the height direction of the web, the shear force of the web of the large beam is eccentric. Can be communicated without.

In particular, in the welded structure of the steel structure according to claim 4, since it is divided into two or more of the large beam web, the welded portion of the interrupted fillet can be dispersed, so that the strength of the welded portion is sufficient. It becomes possible to keep.

In particular, in the welded structure of a steel structure according to claim 5, it is divided into two large beam webs, and the divided welds are provided at the upper and lower portions in the height direction of the web. The shearing force of the web can be transmitted without being eccentric.

It is explanatory drawing which shows the welding structure of the steel frame structure which concerns on 1st embodiment of this invention. (A) is a table | surface which shows the test body structure which concerns on 1st and 2nd embodiment of this invention, (b) is the steel machine used for the test body which concerns on 1st and 2nd embodiment of this invention It is a table | surface which shows a physical property. It is explanatory drawing which shows the dimension of the steel structure which concerns on 1st and 2nd embodiment of this invention. It is detail drawing which shows the welding structure of the steel frame structure which concerns on 1st embodiment of this invention. It is detail drawing which shows the welding structure of the steel structure based on 2nd embodiment of this invention. It is a moment figure of the welding structure of the steel frame structure concerning a first embodiment of the present invention. It is a moment figure of the welding structure of the steel structure concerning a second embodiment of the present invention. It is explanatory drawing which shows the loading position of the test body which concerns on 1st and 2nd embodiment of this invention. It is a graph which shows the load-displacement relationship of the test body which concerns on 1st embodiment of this invention. It is a graph which shows the load-displacement relationship of the test body which concerns on 2nd embodiment of this invention. It is detail drawing which shows the welding structure of the steel structure based on 3rd embodiment of this invention. It is detail drawing which shows the welding structure of the steel frame structure which concerns on 4th embodiment of this invention. (A), (b), (c) is the list | interval fillet weld length list | wrist of the beam end part of this invention.

Next, embodiments of the present invention will be described with reference to the accompanying drawings for understanding of the present invention.
Here, FIG. 1 is an explanatory view showing a welded structure of a steel structure according to the first embodiment of the present invention, and FIG. 2 (a) is a test specimen according to the first and second embodiments of the present invention. It is a table | surface which shows a structure, (b) is a table | surface which shows the mechanical property of the steel materials used for the test body which concerns on 1st and 2nd embodiment of this invention, FIG. 3 is 1st and 2nd of this invention. FIG. 4 is a detailed view showing the welded structure of the steel structure according to the first embodiment of the present invention, and FIG. 5 is the present invention. FIG. 6 is a detailed view showing a welded structure of a steel structure according to the second embodiment of the present invention, FIG. 6 is a moment diagram of the welded structure of the steel structure according to the first embodiment of the present invention, and FIG. FIG. 8 is a moment diagram of a welded structure of a steel structure according to the second embodiment of the invention, and FIG. 8 is a view of the specimen according to the first and second embodiments of the present invention. FIG. 9 is a graph showing the load-displacement relationship of the test body according to the first embodiment of the present invention, and FIG. 10 is the load of the test body according to the second embodiment of the present invention. FIG. 11 is a detailed diagram showing a welded structure of a steel structure according to the third embodiment of the present invention, and FIG. 12 is a steel structure according to the fourth embodiment of the present invention. FIG. 13A, FIG. 13B, and FIG. 13C are lists of intermittent fillet weld lengths of the beam joint portion of the present invention.

As shown in FIG. 1, the welded structure of a steel structure according to the first embodiment of the present invention is such that a small beam 12 is passed vertically to a large beam 11 and is high with two high strength bolts 13 and 13a. It is connected and fixed by force bolt frictional coupling. Here, the large beam 11 has a predetermined length by a third fillet weld portion 15 in which a gusset plate 14 which is a steel plate used for joining members gathered at the nodes of the steel structure and a part of the web 11a are continuous. Intermittent fillet joints are used which are continuously welded and the other parts are not welded. Similarly, a predetermined length is continuously welded by the second fillet welded portion 17 in which the gusset plate 14 and a part of the lower flange 11c are continuous. The first fillet weld portion 16 of the upper flange 11b is also welded in the same manner, but is not shown here.

Further, in such a steel structure 10 of a large beam and a small beam, when a breaking load is applied, the structural performance such as the strength, rigidity, and deformability of the frame is higher than the strength of the welded portion with the gusset plate 14. Breakage occurs at the joint between the bolts 13 and 13a. Moreover, the length of the continuous weld required is also determined by the number of high-strength bolts and the characteristics and dimensions of the steel material.

Moreover, the table | surface of Fig.2 (a), (b) has shown the structure of each test body, and the mechanical property of steel materials. Conventional techniques B1 and B2 are the same all-around fillet weld specimens, but two different tests are performed. Next, as described for the mechanical properties of GPL-6, the girder flange, and the girder web used for the specimen, the yield points σy (N / mm ² ) are 351.26, 325.07, and 409, respectively. .76, the tensile strengths σu (N / mm ² ) are 443.95, 485.14, and 522.95, respectively, and the Young's modulus E (N / mm ² ) is 222283, 21280, and 225337, respectively. .

Here, in the test bodies B1 and B2 according to the embodiments of the prior art and the test bodies A1 and A2 according to the first and second embodiments, the girder 11 is H-300 × 150 × 6.5 × 9. The small beam 12 uses H-200 × 100 × 5.5 × 8. The high-strength bolts 13 and 13a are M16 (S10T), and the pitch is 80 mm (see FIG. 3). Further, both the gusset rate 14 and the stiffener use PL-6.

In FIG. 3, the dimension of the steel structure of the test body of the steel structure which concerns on 1st and 2nd embodiment of this invention is shown. In general, the cores of the high-strength bolts 13 and 13a are positioned 125 mm from the core of the web 11a of the large beam 11. Further, a stiffener 19 is provided at a position 250 mm from the core of the large beam web 11a.

As shown in FIGS. 4 and 6, the welded structure of the steel structure according to the first embodiment of the present invention has a first weld length on the upper flange 11 b of the large beam 11 in contact with the gusset rate 14. Fillet welded part (first fillet welded part) 16 having a lower flange 11c, fillet welded part (second fillet welded part) 17 having a second weld length, and web 11a A fillet weld portion (third fillet weld portion) 15 having a third weld length is provided at the center in the height direction of the web 11a.

Here, each welding length is as follows.
R = √ (Ry ² + Rx ² ) (Formula 1)
Rx: Shear force in the axial direction acting on the high-strength bolt located farthest by the acting bending moment eQ (= eQ / h)
Ry: Burden shear force per high-strength bolt (= Q / n)
R: acting force generated in high-strength bolts h: spacing of high-strength bolts n: number of high-strength bolts There are two high-strength bolts used in the present invention, M16 (S10T), and slip resistance per high-strength bolt Is 30.2kN,
From (Equation 1) 30.2 × 10 ³ N> √ [(Q / 2) ² + {(Q × 125) ÷ 80} ² ]
> Q√ {1/4 + (125/80) ² }
> 1.64Q
Q ≦ 18.4kN
Accordingly, the shearing force and bending moment of the high-strength bolt joint are Q = 18.4 kN and M = Q × e = 2300 kN · mm.

Next, in order to apply this shearing force and bending moment to the high-strength bolt center, as shown in FIG. 6, a point 125 mm away from the high-strength bolt core is used as a load point (position of the black downward arrow represented by P). = 18.4kN load, high strength bolt core,
Q = P = 18.4 kN, M = P × 125 = 2300 kN · mm
Works.
At this time, the moment M is
M = 18.4 × (125 + 125) = 4600 kN · mm
Thus, due to this moment, a couple N is applied to the upper and lower flange portions. Since the shear strength of the welded portion of the upper and lower flanges must exceed this couple N, assuming that the desired welding length is L,
Couple N = M / h = 4600/282 = 16.3 × 10 ³ N
16.3 × 10 ³ N <2 × 5 × 0.7 × (L-2 × 5) × 235 / 1.5√3
Therefore L> 35.7mm
It becomes.

Here, the details of the above formula are because the throat thickness is 5 × 0.7 leg length, and welding is performed on both sides of the abutting surface of the gusset plate, so that the short-term allowable stress of SS400 is 235. .
Therefore, the first and second weld lengths in the first and second fillet welds are preferably about 40 mm, more preferably 50 mm, in order to be about 10 times the normal fillet size or more. desirable.
18.4 × 10 ³ N <2 × 5 × 0.7 × (L-2 × 5) × 235 / 1.5√3 in order to receive a shearing force at the web portion
Therefore L> 39.1mm
Therefore, the third weld length in the third fillet welded portion may be 39.1 mm or more even in the web portion, and preferably 40 mm in view of some margin, and about 10 times the fillet size. Therefore, 50 mm is more preferable.
That is, the weld length of the first, second, and third fillet welds is preferably 40 mm, and more preferably about 10 times the fillet size, and is more preferably 50 mm.

Next, as for the welded structure of the steel structure according to the second embodiment of the present invention, the fourth, fifth, sixth, and seventh fillet welds are shown in FIG. 3, FIG. 5, and FIG. As described above, the core of the high-strength bolt 33 is positioned at a position 125 mm from the core of the web 31a of the large beam 31. Further, a stiffener 39 is provided at a position 250 mm from the core of the large beam web 31a. This position (the position of the white arrow indicated by P) is the load point when the evaluation test is performed.
Further, the place where the gusset plate 34 and the upper flange 31b come into contact is the place where the fillet weld portion (fourth fillet weld portion) 37 having the fourth length, and the place where the gusset plate 34 and the lower flange 31c come into contact. Is provided with a fillet weld portion (fifth fillet weld portion) 38 having a fifth length. At the place where the gusset plate 34 and the web 31a of the large beam 31 abut, a fillet welded portion (sixth fillet welded portion) 35 having a sixth length and a fillet welded having a seventh length are provided. A portion (seventh fillet weld portion) 36 is divided into an upper portion and a lower portion in the height direction of the web 31a. When each weld length is added, it corresponds to the third weld length.

Here, in the second embodiment, the slip proof strength at the high cabolt joint is considered. The slip strength of two high strength bolts is 60.4 kN. When this is applied with a high-strength bolt core, a bending moment is applied at the center of the flange of the large beam as shown in FIG. (Distance 77.5mm)
This moment M is M = 60.4 × 77.5 = 4681 kN · mm
The moment N is applied to the upper and lower flanges by this moment. As in the first embodiment, if the welding length to be obtained is L,
Couple N = M / h = 4681/2282 = 16.6 × 10 ³ N 16.6 × 10 ³ N <2 × 5 × 0.7 × (L−2 × 5) × 235 / 1.5√ 3
Therefore L> 36.2mm
It becomes.
Here, the details of the above formula are because the throat thickness is 5 × 0.7 leg length, and welding is performed on both sides of the abutting surface of the gusset plate, so that the short-term allowable stress of SS400 is 235. .

Therefore, as in the first embodiment, the fourth and fifth weld lengths (corresponding to the first and second weld lengths) in the fourth and fifth fillet welds are preferably 40 mm, Since about 10 times the fillet size is required, it is more preferably 50 mm.
In addition, because the web part receives shearing force,
60.4 × 10 ³ N <4 × 5 × 0.7 × (L-2 × 5) × 235 / 1.5√3
Therefore, L> 57.7 mm.
As a result, in this case, in the case of the web portion, it can be achieved by providing two 50 mm portions and exceeding 57.7 mm in total.
That is, the respective weld lengths at the sixth and seventh fillet welds (corresponding to the third weld length when combined) are each preferably 40 mm, and about 10 times the fillet size. Preferably it is 50 mm.

In FIG. 8, the loading method and measuring method of the test body concerning embodiment of this invention are demonstrated.
As shown in FIG. 8, there are two types of load points, the case of the small beam stiffener (first embodiment and conventional technology) and the case of the high-strength bolt core (second embodiment and conventional). Technology). These are respectively represented by a black arrow and a white arrow.
The pin fulcrum is common to all specimens, and a movable pin is installed in the stiffener part of the girder. Further, in the welded structure of a steel structure according to the present invention, in order to measure the displacement of the small beam stiffener part, the high-strength bolt core, and the central part of the large beam, two displacement meters are installed and measured in total. did.

Next, regarding the load-displacement relationship of the stiffener position of the beam in the embodiment according to the present invention, as shown in FIG. 9 and FIG. 10, the steel structure according to the prior art in which the dotted line is welded to the whole circumference fillet The solid structure shows the steel structure according to the present invention in which the solid line is joined by intermittent fillet welding. The maximum load is indicated by ▼ in the figure. In the steel structure according to the first example, the load continued to increase, but the lower end of the experiment reached the maximum load because the lower flange and the gusset plate contacted each other. In the steel structure welded structure according to the second embodiment of FIG. 10, local buckling occurred in the flange at the loading point, and the yield strength was reduced.
From FIG. 9, the maximum load of the welded structure of the steel structure according to the first embodiment and the welded structure of the steel structure of the prior art is almost the same, and shows similar structural properties. FIG. 10 also shows that there is a slight difference in the maximum load between the welded structure of the steel structure according to the second embodiment and the welded structure of the steel structure according to the prior art. You can see that Moreover, in the welded structure of the steel structure according to the present invention, which is intermittently fillet welded, the calculated value of the slip strength of the high strength bolt is sufficiently exceeded.
From these results, it was found that the intermittently fillet welded gusset plate of the steel structure welded structure according to the present invention exhibits the same structural performance as that of the conventional full fillet welded joint. .

Further, the welded structure of the steel structure according to the present invention joined by intermittent fillet welding exceeded the calculated slip strength.
A comparative test of the welded structure of the steel structure according to the prior art and the welded structure (test bodies A1 and A2) of the steel structure according to the first and second embodiments of the present invention showed substantially the same structural performance. .
After the test, no defects were found in the welded portion of the welded structure of the steel structure according to the first and second embodiments of the present invention that were joined by intermittent fillet welding.
As described above, the fillet welding of the curved portion is eliminated, and the fillet welding of only the straight portion improves the workability, stabilizes the quality and sufficiently satisfies the strength as compared with the fillet welding of the entire circumference.

A welded structure of a steel structure according to the third embodiment of the present invention is shown in FIG. Here, a structure using three high-strength bolts having the same specifications as those of the first and second embodiments is used as the welded structure of the steel structure 40 according to the third embodiment. Here, a tenth fillet welded portion 45 and an eleventh fillet welded portion 46 are provided above and below the web 41a of the girder 41 in contact with the gusset plate 44 at a predetermined interval. When each weld length is added, it corresponds to the third weld length. Further, the respective weld lengths are equally represented by A, and the distance between the ends of the tenth fillet weld 45 and the eleventh fillet weld 46 adjacent to each other is represented by B. Needless to say, it is welded to both sides (both sides in the longitudinal direction) of the web 41a as shown in the figure. The upper flange 41b and the lower flange 41c of the girder 41 in contact with the gusset plate 44 are respectively provided with an eighth fillet welded portion 47 and a ninth fillet welded portion 48, respectively. It is represented by D as the same length. The distances from the outer end surfaces of the upper flange 41b and the lower flange 41c (the upper surface and the lower surface of the large beam 41) to the outer ends of the tenth fillet welded portion 45 and the eleventh fillet welded portion 46 are respectively Represented by C.

And as shown in Tables (a) and (b) of FIG. 13, the H-beams of the large beams are in accordance with the type (height), and further according to the thickness of the gusset plate. Since the lengths of the ninth, tenth, and eleventh fillet welds (length in the longitudinal direction) are determined, the weld lengths A and D, the distance B between the welds, and the upper and lower surfaces of the beam The value of the distance C from is determined. Here, the weld lengths A and D are fillet weld leg length × 10 + 2S.
G · PL-6 (leg length S = 5) → A = 60, and G · PL-9 (leg length S = 7) → A = 84 → 90.
Further, B and C which are non-welded portion lengths (distance between welded portions) are preferably not less than 5 times and not more than 20 times the thickness of the gusset plate, and preferably not more than twice the weld length A.

A welded structure of a steel structure according to the fourth embodiment of the present invention is shown in FIG. Here, a structure using four high-strength bolts having the same specifications as those of the first and second embodiments is used as the welded structure of the steel structure 50 according to the fourth embodiment. Here, on the web 51a of the girder 51 in contact with the gusset plate 54, a fourteenth fillet weld 55, a fifteenth fillet weld 56, and a sixteenth fillet weld 57 are provided at predetermined intervals. Each welding length is equally represented by A, and needless to say, is welded to both surfaces (both surfaces in the longitudinal direction) of the web 51a. When each weld length is added, it corresponds to the third weld length. Further, a twelfth fillet weld 58 and a thirteen fillet weld 59 are respectively provided on the upper flange 51b and the lower flange 51c of the girder 51 in contact with the gusset plate 54. , Represented by D as the same length. The distances between the adjacent ends of the fourteenth, fifteenth, and sixteenth fillet welds adjacent to each other are represented by B, and the outer end surfaces of the upper flange 51b and the lower flange 51c. The distances from the upper surface and the lower surface of the large beam 51 to the outer ends of the fourteenth fillet weld 55 and the sixteenth fillet weld 57 are each represented by C.

And, as shown in Tables (b) and (c) of FIG. 13, the H-beams of large beams are twelfth, according to the type (height), and further according to the thickness of the gusset plate, The lengths (length in the longitudinal direction) of the thirteenth, fourteenth, fifteenth and sixteenth fillet welds are determined. The values of the welding lengths A and D, the distance B between the welds, and the distance C from the upper and lower surfaces of the large beam are shown in the table. Here, the weld lengths A and D are fillet weld leg length × 10 + 2S.
G · PL-6 (leg length S = 5) → A = 60, and G · PL-9 (leg length S = 7) → A = 84 → 90.
Moreover, B and C which are non-welded part length are 5 times or more and 20 times or less of the thickness of a gusset plate, and 2 times or less of A which is welding length is desirable.

As described above, the present invention has been described with reference to the first, second, third, and fourth embodiments. However, the present invention is not limited to the configuration described in the above embodiments. When using five or more high-strength bolts in the gusset plate of this type and combining high-strength bolts, changing the type of H steel or the type of high-strength bolts will change the mechanical properties of the steel and high-strength bolts. In the case of intermittent welding where the welding length is set according to the condition, or when the welding length of the flange portion is further extended to reach the web portion, conversely, the welding length of the web portion is extended to reach the flange portion. In this case, other embodiments and modifications considered within the scope of the matters described in the claims are also included.

10: Steel structure, 11: Large beam, 11a: Web, 11b: Upper flange, 11c: Lower flange, 12: Small beam, 13: High strength bolt, 13a: High strength bolt, 14: Gusset plate, 15: Third Fillet weld, 16: first fillet weld, 17: second fillet weld, 18 :, 19: stiffener, 30: steel structure, 31: girder, 31a: web, 31b: top Flange, 31c: lower flange, 32: small beam, 33: high strength bolt, 33a: high strength bolt, 34: gusset plate, 35: sixth fillet weld, 36: seventh fillet weld, 37 : Fourth fillet weld, 38: Fifth fillet weld, 39: Stiffener, 40: Steel structure, 41: Large beam, 41a: Web, 41b: Upper flange, 41c: Lower flange, 42: Small Beam, 43: High strength bolt, 43a: High strength bolt, 4 b: high strength bolt, 44: gusset plate, 45: tenth fillet weld, 46: eleventh fillet weld, 47: eighth fillet weld, 48: ninth fillet weld 50: Steel structure, 51: Large beam, 51a: Web, 51b: Upper flange, 51c: Lower flange, 52: Small beam, 53: High strength bolt, 53a: High strength bolt, 53b: High strength bolt, 53c : High-strength bolt, 54: Gusset plate, 55: Fourteenth fillet weld, 56: Fifteen fillet weld, 57: Sixteen fillet weld, 58: Twelfth corner Meat weld, 59: thirteenth fillet weld,

Claims (5)

A welded structure of a steel structure in which large beams and small beams made of H-shaped steel are connected with high-strength bolts via a gusset plate welded to the large beam, and the end surface of the gusset plate is connected to the upper flange of the large beam The first and second flanges are brought into contact with the lower flange and the web, respectively, and are continuously connected to both sides along the longitudinal direction of the end surfaces in contact with the upper flange and the lower flange so as to exceed the couple generated by the shearing force of the high-strength bolt. A third weld that is fillet welded for the first and second weld lengths and that is continuous on both sides along the longitudinal direction of the end surface that contacts the web so as to exceed the shearing force of the high-strength bolt A welded structure of a steel structure characterized in that the fillet is intermittently joined so that the fillet is welded by the length. 2. The welded structure of a steel structure according to claim 1, wherein the first, second, and third weld lengths are each 10 times or more the leg length of the fillet weld. Steel structure welded structure. The welded structure of a steel structure according to claim 1, wherein the weld portion having the third weld length is provided at a center portion in the height direction of the web. Construction. The welded structure of a steel structure according to any one of claims 1 to 3, wherein the welded portion having the third weld length is composed of a welded portion divided into two or more. Steel structure welded structure. 5. The welded structure of a steel structure according to claim 4, wherein the welded portion having the third weld length is composed of a welded portion divided into two, and the divided welded portion is a height of the web. A welded structure of a steel structure, characterized in that it is provided at the upper and lower parts in the vertical direction.