JP2010216236A - Direct connection method of beam and inner diaphragm for steel structure column-beam joint part - Google Patents

Direct connection method of beam and inner diaphragm for steel structure column-beam joint part Download PDF

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JP2010216236A
JP2010216236A JP2010113524A JP2010113524A JP2010216236A JP 2010216236 A JP2010216236 A JP 2010216236A JP 2010113524 A JP2010113524 A JP 2010113524A JP 2010113524 A JP2010113524 A JP 2010113524A JP 2010216236 A JP2010216236 A JP 2010216236A
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diaphragm
steel pipe
pipe column
welding
square steel
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JP5069335B2 (en
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Masakatsu Uchida
昌克 内田
Shunji Iwago
俊二 岩郷
Hayao Iwago
速雄 岩郷
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Arcreate:Kk
株式会社アークリエイト
Masakatsu Uchida
昌克 内田
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Abstract

<P>PROBLEM TO BE SOLVED: To solve problems in a conventional building steel column-beam joint part manufactured through the steps of small assembly for manufacturing cubes by cutting a square steel pipe column for each story of a building, intermediate assembly for mounting H-steel beams on the cubes, and large assembly for mounting square steel pipes, but the manufacture is complicated and requires many man-hours, and moreover a diaphragm projects from the column to cause linear misalignment, embrittlement, internal space reduction, or the like of a diaphragm outer peripheral part due to a chevron-shaped bending phenomenon, thermal strain embrittlement, defective wall finish, or the like. <P>SOLUTION: An internal diaphragm and the square steel pipe column are slot-welded without cutting the square steel pipe column for each floor, and the H-steel beams are joined by welding at one multi-layer weld portion including the slot-welded part. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

本発明は、建築鉄骨構造物の柱梁接合部において、梁と内ダイアフラムを溝溶接で直結する方法に関するものである。   The present invention relates to a method of directly connecting a beam and an inner diaphragm by groove welding in a column beam joint of a building steel structure.

従来の技術では、建築鉄骨構造物の柱梁接合部は、接合部は図1に示すように、薄鋼板によるダイアフラム1と短い角形鋼管2との間で溶接6を施すことによりサイコロを形成させ、このサイコロとH形鋼梁フランジ4を溶接接合7し、更に、該サイコロと角形鋼管柱5とを溶接接合して構成する事が多い。この従来の技術では、図2に示すように、サイコロの角形鋼管2とダイアフラム1との溶接6及びサイコロのダイアフラム1とH形鋼フランジ4の溶接7は裏当金10を用いて片側溶接で実施されている。このダイアフラム1と梁フランジ4との従来溶接方法では、フランジ4の接合予定端部の開先加工をしてから、裏当金10の製作及び裏当金取付の仮付溶接8を行い、本溶接7を実施している。また、ダイアフラム1と角形鋼管2又は5との溶接も角形鋼管2又は5の接合予定端部の開先加工をしてから、裏当金10の製作及び裏当金取付の仮付溶接8を行いダイアフラム1と角形鋼管2又は5との本溶接6を実施している。   In the conventional technique, the beam-column joint portion of the building steel structure is formed as a dice by performing welding 6 between the diaphragm 1 made of a thin steel plate and the short square steel pipe 2 as shown in FIG. In many cases, the dice and the H-shaped steel beam flange 4 are welded and joined, and the dice and the square steel pipe column 5 are welded and joined. In this conventional technique, as shown in FIG. 2, the welding 6 between the dice square steel pipe 2 and the diaphragm 1 and the welding 7 between the dice diaphragm 1 and the H-shaped steel flange 4 are performed by one-side welding using a backing metal 10. It has been implemented. In the conventional welding method of the diaphragm 1 and the beam flange 4, the end of the flange 4 to be joined is grooved, and then the backing metal 10 is manufactured and the temporary welding 8 for attaching the backing metal is performed. Welding 7 is performed. In addition, the welding of the diaphragm 1 and the square steel pipe 2 or 5 is also performed by performing the groove processing of the joining end of the square steel pipe 2 or 5, followed by the production of the backing metal 10 and the temporary welding 8 for attaching the backing metal. The main welding 6 of the diaphragm 1 and the square steel pipe 2 or 5 is performed.

更に、特願2000−202582(特開2001−259830)において、図3の一例に示すように、溶接継手部材13端部の裏面に非消耗式銅当金12をあてがい肉盛溶接14を行った後、開先加工を13Cの位置で肉盛部14を含めて開先加工して、図5のように部材13と肉盛部14を含めた開先15を得て、図6に示すように、消耗式の裏当金や裏当材を用いず、部材16と13を片側から溶接施工する片側溶接方法で継手溶接17をし、溶接継手部材端部の部材の板厚18を超えるのど厚19を獲得する技術の方法がある。   Furthermore, in Japanese Patent Application No. 2000-202582 (Japanese Patent Laid-Open No. 2001-259830), as shown in the example of FIG. 3, overlay welding 14 was performed by applying a non-consumable copper metal 12 to the back surface of the weld joint member 13 end. After that, groove processing is performed at a position of 13C including the built-up portion 14 to obtain a groove 15 including the member 13 and the built-up portion 14 as shown in FIG. 5, as shown in FIG. In addition, the joint welding 17 is performed by a one-side welding method in which the members 16 and 13 are welded from one side without using a consumable backing metal or backing material, and the thickness of the member at the end of the welded joint member exceeds the plate thickness 18 There are technical ways to achieve a thickness of 19.

また、特願2002−061326(特開2003−260591)において、図4の一例に示すように、溶接継手部材13端部の裏面に板厚3mm程度の薄鋼板28をあてがい、肉盛溶接14を行った後、開先加工を13Cの位置で部材13の端部のみを開先加工を行い、図5のように部材13と肉盛部14を含めた開先15を得て、図6に示すように、消耗式の裏当金や裏当材を用いず、部材16と13を片側から溶接施工する片側溶接方法で継手溶接17をし、溶接継手部材端部の部材の板厚18を超えるのど厚19を獲得する技術の方法がある。   In Japanese Patent Application No. 2002-061326 (Japanese Patent Laid-Open No. 2003-260591), as shown in the example of FIG. 4, a thin steel plate 28 having a thickness of about 3 mm is applied to the back surface of the end of the welded joint member 13, and overlay welding 14 is performed. After performing the groove processing, the groove processing is performed only at the end portion of the member 13 at the position of 13C to obtain the groove 15 including the member 13 and the built-up portion 14 as shown in FIG. As shown, joint welding 17 is performed by a one-side welding method in which members 16 and 13 are welded from one side without using a consumable backing metal or backing material, and the thickness 18 of the member at the end of the welded joint member is There is a technical way to achieve a throat thickness of 19 over.

また。図7に示すように、角形鋼管柱5の内面側にH形鋼梁フランジと同じ高さの位置に4内ダイアフラムを取り付ける方法が用いられることがある。   Also. As shown in FIG. 7, a method of attaching a four-inner diaphragm on the inner surface side of the square steel pipe column 5 at the same height as the H-shaped steel beam flange may be used.

また、特願平06−331303(特開平08−158476)にあるように、角形鋼管柱にボルト貫通孔をあけてH鋼構造仕口部内部に内ダイアフラムを取付けこの内ダイアフラムにめねじを加工し,このめねじに、梁端部に取り付けたエンドプレートのボルト孔を通して高力ボルトを入れてエンドプレート側でナットを締めて梁を固定接合することを特徴とする内ダイアフラムと梁の接合を行う方法が開示されている。   Also, as disclosed in Japanese Patent Application No. 06-333103 (Japanese Patent Laid-Open No. 08-158476), a bolt through hole is made in a square steel pipe column, an inner diaphragm is attached inside the H steel structure joint, and a female screw is machined into this inner diaphragm. The inner diaphragm and the beam are connected to each other by inserting a high-strength bolt into the female screw through the bolt hole of the end plate attached to the end of the beam and tightening the nut on the end plate side to fix the beam. A method of performing is disclosed.

特開2001−259830号公報JP 2001-259830 A 特開2003−260591号公報JP 2003260591 A 特開平08−158476号公報Japanese Patent Laid-Open No. 08-158476

従来の建築鉄骨柱梁接合部では、殆どが図1で示すサイコロで製作されており、図1及び図2に示すように、ダイアフラム1・角形鋼管2・裏当金10・エンドタブ等部材が多く、溶接6は角形鋼管2の周囲に一周しており溶接量が多い。そのため、部品製作コストが掛かると共に、サイコロ製作後角形鋼管柱から張り出したダイアフラムが折れ曲がり、いわゆる傘折れ現象が起きて、ダイアフラム1と梁フランジ4との間で目違いが起こりやすいと言う問題がある。このようにダイアフラムが柱から張り出していると外壁を該ダイアフラムの外に作る必要があり建設上取り合いが悪くなると共に居住空間が狭くなる。また、ダイアフラムの使用材料が増加するなどの問題がある。また、裏当金10を角形鋼管2の端部内周に取付け仮付溶接8を行うのは手間とコストが掛かる。また、角形鋼管2とダイアフラム1の溶接6を全周に亘って行うため、溶接量が多いので溶接残留応力が大きくなるだけでなく、裏当金10を用いると部材4,5との間で切り欠きが出来て応力集中が発生し、強度を弱める結果となる。   Most of the conventional steel beam-to-column joints are manufactured with the dice shown in FIG. 1. As shown in FIGS. 1 and 2, there are many members such as a diaphragm 1, a square steel pipe 2, a backing metal 10, and an end tab. The weld 6 goes around the square steel pipe 2 and has a large amount of welding. Therefore, there is a problem that the part manufacturing cost is high, and the diaphragm protruding from the square steel pipe column after the dice is bent is bent, so that a so-called umbrella folding phenomenon occurs, and a mistake is likely to occur between the diaphragm 1 and the beam flange 4. . In this way, when the diaphragm protrudes from the pillar, it is necessary to make the outer wall outside the diaphragm, resulting in poor construction and a smaller living space. Moreover, there is a problem that the material used for the diaphragm increases. In addition, attaching the backing metal 10 to the inner periphery of the end portion of the square steel pipe 2 and performing the temporary welding 8 requires labor and cost. Further, since the welding 6 of the square steel pipe 2 and the diaphragm 1 is performed over the entire circumference, not only the welding residual stress increases because of the large amount of welding, but also when the backing metal 10 is used, it is between the members 4 and 5. Notches are formed, stress concentration occurs, and the strength is reduced.

また、図2に示すように、従来、スカラップ11を用いているが、ダイアフラム1が存在しているために、該スカラップ加工が手間の掛かるものとなっている。スカラップ11を省略するにしてもダイアフラム11の板厚が梁フランジ4の板厚よりも大きいため、梁フランジ4の開先加工が難しい面がある。   In addition, as shown in FIG. 2, a scallop 11 is conventionally used. However, since the diaphragm 1 exists, the scallop processing takes time. Even if the scallop 11 is omitted, since the diaphragm 11 has a larger plate thickness than the beam flange 4, there is a face that makes it difficult to groove the beam flange 4.

更に、一般に溶接熱影響部は脆化し易いという事があり、従来、2つの溶接部が近接する場合、両溶接部による熱影響部が重なって脆化が更に促進されないように、両溶接部は該熱影響部が重ならないように遠ざけるようにするのが通例である。特に、両溶接部による溶接熱影響が重なった部分が外面に露出すると問題である。図2に示すように柱5とダイアフラム1との溶接部6が、梁4とダイアフラム1との溶接部7に近接し両溶接部に挟まれた共通の溶接熱影響部が外面に生じると該熱影響部は単一の熱影響部よりも脆化しやすいと言う現象がある。このような現象のために、柱梁接合部の脆性破壊強度・疲労強度及び塑性変形性能が低下するという問題が起こる。   Furthermore, in general, the weld heat-affected zone is likely to be brittle. Conventionally, when two welds are close to each other, the two heat-affected zones are overlapped with each other so that the heat-affected zones are overlapped and the brittleness is not further accelerated. It is usual to keep the heat affected zone away from each other so as not to overlap. In particular, there is a problem if a portion where the effects of welding heat by both welds overlap is exposed on the outer surface. As shown in FIG. 2, when the welded portion 6 between the column 5 and the diaphragm 1 is adjacent to the welded portion 7 between the beam 4 and the diaphragm 1 and a common weld heat affected zone sandwiched between the two welded portions is generated on the outer surface, There is a phenomenon that the heat-affected zone is more fragile than a single heat-affected zone. Due to such a phenomenon, there arises a problem that the brittle fracture strength / fatigue strength and plastic deformation performance of the beam-column joint are lowered.

従来、建築鉄骨の組立は、工場においてサイコロと短尺梁を取り付けてパネルゾーンを製作し、該パネルゾーンに柱を溶接で繋ぎ、通常は建物の3階分の長さに製作し、建設現場でパネルゾーン付きの柱を直立させてから短尺梁間を長尺梁でボルト接合により連結して行う。この従来工法は、梁付きの柱は梁が1メートル程度の短尺とは言え柱に直交して2〜4方向に張り出すことがあるため工場から現場へ運送する効率が悪く、建設現場での梁同士の多数のボルトを使った接合に工数と費用が溶接よりも掛かるという問題がある。   Conventionally, building steel frames are assembled in a factory by attaching a dice and a short beam to produce a panel zone, connecting columns to the panel zone by welding, and usually making it to the length of the third floor of the building. A column with a panel zone is set upright, and the short beams are connected by bolting with long beams. In this conventional method, although a beam with a beam is a short beam of about 1 meter, it may project in 2 to 4 directions perpendicular to the column, so the efficiency of transporting from the factory to the site is poor. There is a problem that man-hours and costs are higher than welding for joining beams using many bolts.

一方、図7に示す内ダイアフラム方式の柱梁接合部は、角形鋼管柱の端部から離れた位置にある内ダイアフラム1を内部が良く見えない状態で角形鋼管内面に溶接接合させる必要があり、その場合内面の溶接施工が難しくなると共に、角形鋼管柱5の外側のH形鋼梁フランジと高さ位置を合わせることが難しく梁フランジから内ダイアフラムへ応力が伝えにくくなり柱梁接合部の強度が低下しやすいという問題が存在する。当然のことながら、この内ダイアフラム方式では、該内ダイアフラムを角形鋼管内面に溶接するため、角形鋼管を内ダイアフラムの近傍で切断する必要がある。更に、その切断によるその後の突合せ溶接が必要になり、それらの工数が大きく掛かることになる。   On the other hand, the inner diaphragm type column beam joint shown in FIG. 7 must be welded and joined to the inner surface of the square steel pipe with the inner diaphragm 1 located at a position away from the end of the square steel pipe column being invisible. In that case, it becomes difficult to weld the inner surface, and it is difficult to align the height position with the H-shaped steel beam flange on the outside of the square steel pipe column 5, and it is difficult to transmit stress from the beam flange to the inner diaphragm, and the strength of the beam-column joint is reduced. There is a problem that it tends to decrease. As a matter of course, in this inner diaphragm system, since the inner diaphragm is welded to the inner surface of the square steel pipe, it is necessary to cut the square steel pipe in the vicinity of the inner diaphragm. Furthermore, the subsequent butt welding by the cutting becomes necessary, and the man-hours for these are greatly increased.

また、従来はダイアフラムと角形鋼管の短管からサイコロを製作する小組立工程と、それから、このサイコロにH形鋼梁を取り付ける中組立と、サイコロにH形鋼梁を取り付けたものに角形鋼管柱を取り付ける大組立を行う方法を採用している。この従来方法では、角形鋼管柱は各階ごとに切断して溶接接合する必要があり、複雑で製作工数が大きく掛かると言う問題がある。   Conventionally, a small assembly process for manufacturing a dice from a diaphragm and a short tube of a square steel pipe, a middle assembly for attaching an H-shaped steel beam to the dice, and a square steel tube column with an H-shaped steel beam attached to the dice. The method of carrying out large assembly to attach is adopted. In this conventional method, there is a problem that the square steel pipe columns need to be cut and welded for each floor, which is complicated and requires a large number of manufacturing steps.

また、特願平06−331303では、ボルト孔が角形鋼管柱を貫通させているので、角形鋼管の強度が低下するし、この強度低下を補うためにはかなりの厚肉の角形鋼管柱を使用する必要がある。角形鋼管柱は各階ごとに切断して溶接接合する必要がある。また、本方法では、かなり大きなエンドプレートを必要とする。   Also, in Japanese Patent Application No. 06-333103, the bolt hole penetrates the square steel pipe column, so the strength of the square steel pipe is reduced, and in order to compensate for this strength reduction, a considerably thick square steel pipe column is used. There is a need to. Square steel pipe columns must be cut and welded on each floor. The method also requires a fairly large end plate.

目的
本発明は、建築鉄骨構造物の柱梁接合部熱歪み・熱歪み脆化を防止し・スカラップ加工・溶接開先加工を単純化して省力化すると共に、応力集中を緩和し、該仕口部の強度及び塑性変形性能を向上させると共に、柱を各階ごとに切断することなく、ダイアフラムを取付けて、柱の製作コストを低減させることを目的とする。
[Object] The present invention prevents thermal strain and thermal strain embrittlement of a beam-to-column joint of a structural steel structure, simplifies scallop processing and weld groove processing, saves labor, reduces stress concentration, and The purpose is to improve the strength and plastic deformation performance of the part, and to reduce the manufacturing cost of the column by attaching a diaphragm without cutting the column for each floor.

このような諸課題は、種々研究した結果、図1及び図2に示すような部材1と2で構成されるサイコロではダイアフラムの柱からの張り出しを無くして、例えば図8に示すような柱貫通ダイアフラムを内ダイアフラムにして、角形鋼管の各階ごとの切断をすることなく、梁位置に相当するところに梁形状の貫通孔を開けて、柱5とダイアフラム1との溶接部6を溝溶接にして、梁4を、該溝溶接部を含めて溶接接合させれば解決することを見いだした。   As a result of various researches, such a problem has been solved. In the dice composed of members 1 and 2 as shown in FIGS. 1 and 2, there is no overhang from the diaphragm column, for example, as shown in FIG. The diaphragm is used as an inner diaphragm, and a beam-shaped through hole is formed at a position corresponding to the beam position without cutting each floor of the square steel pipe, and the welded portion 6 between the column 5 and the diaphragm 1 is groove welded. It has been found that the problem can be solved by welding the beam 4 including the groove weld.

そこで、請求項1に係る発明では、建築鉄骨構造物において、角形鋼管柱を各階ごとに切断することなく、該角形鋼管柱の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔を開けて、該貫通孔位置に内ダイアフラムを該角形鋼管柱内部に設置して、該角形鋼管柱の外面から溝溶接を行うことにより、該角形鋼管柱と該内ダイアフラムを溶接接合して、しかる後、該溝溶接部を含めた角形鋼管柱とH形鋼梁とを溶接接合し鉄骨構造物を製作する方法であって、該角形鋼管柱内に設置する上下内ダイアフラムを、スティフナーで仮付溶接又はすみ肉溶接で固定し、該スティフナーで固定された上下内ダイアフラムを該角形鋼管柱の端部開口部から該角形鋼管柱内部に挿入し所定位置に設置することを特徴とする鉄骨構造物の製作方法とした。 Therefore, in the invention according to claim 1, in the building steel structure, without cutting the square steel pipe column for each floor, a through hole corresponding to the cross section of the beam flange is opened at the beam flange mounting position of the square steel pipe column, An inner diaphragm is installed inside the rectangular steel pipe column at the through-hole position, and groove welding is performed from the outer surface of the rectangular steel pipe column, whereby the rectangular steel pipe column and the inner diaphragm are welded and joined, and then A method of manufacturing a steel structure by welding a rectangular steel pipe column including a groove welded portion to an H-shaped steel beam, wherein the upper and lower inner diaphragms installed in the rectangular steel pipe column are temporarily welded or stained with a stiffener. A method of manufacturing a steel structure characterized by being fixed by meat welding and inserting the upper and lower inner diaphragms fixed by the stiffener into the rectangular steel tube column from the end opening of the rectangular steel tube column and installing the diaphragm in a predetermined position. Was

請求項2に係る発明では、建築鉄骨構造物において、角形鋼管柱を各階ごとに切断することなく、該角形鋼管柱の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔を開けて、該貫通孔位置に内ダイアフラムを該角形鋼管柱内部に設置して、該角形鋼管柱の外面から溝溶接を行うことにより、該角形鋼管柱と内ダイアフラムを溶接接合して、しかる後、該溝溶接部を含めた角形鋼管柱とH形鋼梁とを溶接接合し鉄骨構造物を製作する方法であって、内ダイアフラムの溝溶接を行う場合に、内ダイアフラム端部両面に裏当金を該内ダイアフラム端部から突出させずに取り付けることにより、該裏当金のない場合に比べて内ダイアフラムの厚さを大きくすることなく該溝溶接を安定的に行うことを特徴とする鉄骨構造物の製作方法とした。 In the invention according to claim 2, in the building steel structure, the through hole corresponding to the cross section of the beam flange is opened at the beam flange mounting position of the square steel pipe column without cutting the square steel pipe column for each floor, and the penetration An inner diaphragm is installed inside the rectangular steel pipe column at a hole position, and groove welding is performed from the outer surface of the rectangular steel pipe column, whereby the rectangular steel pipe column and the inner diaphragm are welded and joined, and then the groove welded portion. Is a method of manufacturing a steel structure by welding a square steel pipe column including a steel beam and an H-shaped steel beam, and when performing groove welding of the inner diaphragm , a backing metal is attached to both ends of the inner diaphragm. A method for producing a steel structure, characterized in that the groove welding is stably performed without increasing the thickness of the inner diaphragm as compared with the case without the backing metal by mounting without protruding from the end portion. It was.

請求項3に係る発明では、梁ウエブの延長上へ梁ウエブの厚さ以上のスティフナーを予め上下内ダイアフラム間に溶接接合させて、溶接接合した該内ダイアフラムと該スティフナーを角形鋼管柱の端部開口部から角形鋼管柱内に挿入し所定位置に設置して、該スティフナーを角形鋼管柱と溝溶接させ、更に該溝溶接部に該梁ウエブを溶接接合させることを特徴とする請求項1又は2記載の鉄骨構造物の製作方法とした。 In the invention according to claim 3, a stiffener equal to or greater than the thickness of the beam web is welded between the upper and lower inner diaphragms in advance on the extension of the beam web, and the welded and joined inner diaphragm and the stiffener are connected to the ends of the rectangular steel pipe columns. installed from the opening in the inserted position in the RHS the pillars, the stiffener is RHS column and groove welding, or claim 1, characterized in that to further welded to the beams web the groove weld The manufacturing method of the steel structure described in 2 .

請求項4に係る発明では、梁フランジ端部継手溶接後、該梁フランジ端部継手溶接部に繋げてフランジの側面又は下面に肉盛溶接することにより、梁端部側面の応力集中を軽減することを特徴とする請求項1乃至3いずれかに記載の鉄骨構造物の製作方法とした。
請求項5に係る発明では、方向の異なった複数の梁の高さ位置の異なったフランジを、同時に1枚のダイアフラムに溝溶接できるように十分な厚さのダイアフラムを用いることを特徴とする請求項1乃至4いずれかに記載の鉄骨構造物の製作方法とした。
In the invention according to claim 4, after the beam flange end joint is welded, it is connected to the beam flange end joint weld and welded to the side surface or the lower surface of the flange to reduce the stress concentration on the side surface of the beam end. The method of manufacturing a steel structure according to any one of claims 1 to 3, wherein
The invention according to claim 5 is characterized in that a diaphragm having a sufficient thickness is used so that flanges having different height positions of a plurality of beams having different directions can be groove-welded to one diaphragm at the same time. The manufacturing method of the steel structure according to any one of Items 1 to 4 .

請求項1に係る発明では、ダイアフラムが柱の外径より外にはみ出ていないので、いわゆる傘折れ現象が無く、建物外壁製作の取り合いが良くて、且つ、ダイアフラムの張り出しの分だけたても建物室内空間が増加するという効果がある。少なくとも柱長管部材溶接部と梁端溶接部を個別に溶接し、両者を繋げて一体化させることにより、従来の柱・ダイアフラム間の溶接とダイアフラム・梁端の溶接によるダイアフラム張り出し部の熱歪脆化を防止することができる。ダイアフラムの使用材料が従来よりも20〜50%程度減少し省資源になる。また、内ダイアフラムと角形鋼管柱との溝溶接、及び該溝溶接部を含めた角形鋼管柱梁端溶接を個別に溶接し、両者を繋げて一体化させることにより、柱と梁の応力の伝達がスムーズになる。また、該一体化及び角形鋼管柱の切断無しの通し柱により、柱の切断作業をなくすると共に柱の溶接量が50%以上低減し溶接能率が向上する。更に、内ダイアフラムの位置は溝溶接位置で明確に認識できるので内ダイアフラムと梁フランジとのずれが問題になることはない。また、ダイアフラムが角形鋼管柱を貫通していないので、内ダイアフラムのラメラーテアが問題になることもない。   In the invention according to claim 1, since the diaphragm does not protrude beyond the outer diameter of the column, there is no so-called umbrella folding phenomenon, the building outer wall is easy to work with, and even if the diaphragm is overhanging, There is an effect that the indoor space increases. At least the column long tube member weld and the beam end weld are welded separately, and the two are connected and integrated, so that thermal distortion of the diaphragm overhang due to conventional column / diaphragm welding and diaphragm / beam end welding is achieved. Brittleness can be prevented. The material used for the diaphragm is reduced by about 20 to 50% compared to the prior art, thus saving resources. In addition, the welding of the groove between the inner diaphragm and the square steel pipe column and the square steel pipe column beam end weld including the groove weld are individually welded and connected together to transfer the stress between the column and the beam. Becomes smooth. In addition, the through column without cutting of the integrated and square steel pipe column eliminates the column cutting operation and reduces the column welding amount by 50% or more, thereby improving the welding efficiency. Furthermore, since the position of the inner diaphragm can be clearly recognized at the groove welding position, the displacement between the inner diaphragm and the beam flange does not become a problem. Further, since the diaphragm does not penetrate the square steel pipe column, the lamellar tear of the inner diaphragm does not become a problem.

請求項2に係る発明では、裏当金のない場合に比べて内ダイアフラムの厚さを大きくすることなく溝溶接を安定的に行うことができる。 In the invention which concerns on Claim 2, groove welding can be stably performed, without enlarging the thickness of an inner diaphragm compared with the case where there is no backing metal.

請求項3に係る発明では、梁に掛かるモーメントを梁フランジだけでなく梁ウエブにも負担させることができ柱梁接合部に安全性が増加すると共に、梁せいを小さくすることができるという効果がある。また、内ダイアフラムとスティフナーを予め溶接接合しておくことにより、内ダイアフラムを角形鋼管内の所定位置に設置しやすくなるという効果がある。 In the invention according to claim 3 , the moment applied to the beam can be borne not only on the beam flange but also on the beam web, so that the safety of the column beam joint can be increased and the beam can be reduced. is there. Further, by welding the inner diaphragm and the stiffener in advance, there is an effect that the inner diaphragm can be easily installed at a predetermined position in the square steel pipe.

請求項4に係る発明では、梁端部側面の応力集中を軽減することが出来る。柱部材端・梁部材端又はダイアフラム部材端を肉盛溶接により強化しても柱梁接合部の破壊発生箇所は梁端になることが多い。このような状況を改善するためには、梁端部を側面・上面・裏面から補強することが必要であり、この方法により、柱梁接合部の強度が一層向上するという利点がある。
請求項5に係る発明では、方向の異なった複数の梁の高さ位置の異なったフランジを、同時に1枚のダイアフラムに溝溶接できる。
In the invention which concerns on Claim 4 , the stress concentration of a beam edge part side surface can be reduced. Even if the column member end / beam member end or diaphragm member end is reinforced by overlay welding, the failure occurrence portion of the column beam joint is often the beam end. In order to improve such a situation, it is necessary to reinforce the beam end portion from the side surface, the upper surface, and the back surface, and this method has an advantage that the strength of the column beam joint portion is further improved.
In the invention which concerns on Claim 5 , the flange from which the height position of the several beam from which the direction differed can be groove-welded to one diaphragm simultaneously.

本発明に係る鉄骨構造物柱梁接合部の梁と内ダイアフラム直結工法について実施例を次に述べる。   Next, an embodiment of the beam and inner diaphragm direct connection method of the steel structure column beam joint according to the present invention will be described.

請求項1に係る発明の実施の形態について説明する。図8は角形鋼管柱5を柱梁接合部で切断分離することなく該角形鋼管側面に梁フランジ形状に合わせて貫通孔27を明けた状態である。図12は、内ダイアフラム1Aと角形鋼管5とを該貫通孔27に溝溶接22を実施し、更に、梁フランジ4を溝溶接部22の上に重ねて溶接17を行い、梁ウエブ9を角形鋼管柱5と溶接した断面図を示す。図13は、図12の上面図である。   An embodiment of the invention according to claim 1 will be described. FIG. 8 shows a state in which the through hole 27 is opened in accordance with the shape of the beam flange on the side surface of the square steel pipe without cutting and separating the square steel pipe column 5 at the column beam joint. In FIG. 12, the inner diaphragm 1A and the square steel pipe 5 are groove welded 22 to the through-hole 27, the beam flange 4 is overlapped on the groove weld 22 and welded 17 is performed, and the beam web 9 is square-shaped. Sectional drawing welded with the steel pipe column 5 is shown. FIG. 13 is a top view of FIG.

請求項1に係る発明の実施の形態について説明する。図12及び図13において、角形鋼管柱5は、建築物の各階ごとに柱を切断することなく、2〜4階分を通し柱にして、該角形鋼管5の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔を開けて、該貫通孔位置27に内ダイアフラム1Aを角形鋼管柱5の内部に設置して、角形鋼管柱5の外面から溝溶接22を行うことにより、角形鋼管柱5と内ダイアフラム1Aを溶接接合して、しかる後、該溝溶接部22を含めた角形鋼管柱5とH形鋼梁フランジ4とを溶接接合17して鉄骨構造物を製作する方法を示している。溶接部17は裏当金10及び仮付8を用いて溶接している。図13に示すように、内ダイアフラムの形状はスニップカットで4角形の角を切り欠いたものであるが、角形鋼管柱内面の形状に合わせたものでも良い。その肉厚は梁フランジよりも通常5〜15mm程度大きく取る。また、図13に示すように、内ダイアフラム1Aの中央に貫通孔24を設けて、該内ダイアフラムの角形鋼管柱5内部への挿入に役立てる。また、溝溶接22は梁が1方向しかなくても梁から掛かる応力を受けるために通常角形鋼管柱5の側面の4面について行う。   An embodiment of the invention according to claim 1 will be described. 12 and 13, the square steel pipe column 5 is a beam flange cross-sectional shape at the beam flange mounting position of the square steel pipe 5, without cutting the column for each floor of the building, and through the second to fourth floors. A corresponding through hole is opened, the inner diaphragm 1A is installed inside the square steel pipe column 5 at the through hole position 27, and groove welding 22 is performed from the outer surface of the square steel pipe column 5, whereby the square steel pipe column 5 and the inner A method of manufacturing a steel structure by welding the diaphragm 1A and then welding and joining the rectangular steel pipe column 5 including the groove welded portion 22 and the H-shaped steel beam flange 4 is shown. The welded portion 17 is welded using the backing metal 10 and the temporary attachment 8. As shown in FIG. 13, the shape of the inner diaphragm is a snip cut with a square corner cut out, but it may be adapted to the shape of the inner surface of the square steel pipe column. The wall thickness is usually about 5 to 15 mm larger than the beam flange. As shown in FIG. 13, a through hole 24 is provided in the center of the inner diaphragm 1 </ b> A to help insert the inner diaphragm into the square steel pipe column 5. Further, the groove welding 22 is usually performed on the four sides of the square steel pipe column 5 in order to receive the stress applied from the beam even if the beam has only one direction.

請求項1に係る発明の実施の形態のうち、角形鋼管柱内への内ダイアフラムの設置方法について説明する。図8に示すように、該角形鋼管5の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔27を開けて、該貫通孔位置27に内ダイアフラム1Aを角形鋼管柱5の内部に設置する場合、図9に示すように、上下内ダイアフラムを、梁フランジ間隔を保ちながらスティフナー25で仮付溶接又はすみ肉溶接で固定し、角形鋼管柱5の端部開口部から角形鋼管柱5の内に挿入し所定位置27に設置する。   In the embodiment of the invention according to claim 1, a method for installing the inner diaphragm in the rectangular steel pipe column will be described. As shown in FIG. 8, when a through hole 27 corresponding to the cross section of the beam flange is opened at the beam flange mounting position of the square steel pipe 5, and the inner diaphragm 1 </ b> A is installed inside the square steel pipe column 5 at the through hole position 27. 9, the upper and lower inner diaphragms are fixed by temporary welding or fillet welding with a stiffener 25 while maintaining the gap between the beam flanges, and are inserted into the square steel pipe column 5 from the end opening of the square steel pipe column 5. Insert and place at a predetermined position 27.

請求項3に係る発明の実施の形態について説明する。請求項3に係る発明は、請求項1に記載の発明において、図16、図9及び図17に示すように、梁ウエブ9の延長上へ梁ウエブの厚さ以上のスティフナー25を上下ダイアフラム1A間に溶接接合26させて、溶接接合した該内ダイアフラム1Aと該スティフナー25を角形鋼管柱5の端部開口部から角形鋼管柱5の内に挿入し所定位置に設置し、該スティフナー25を角形鋼管柱5と溝溶接5Wさせ、更に、該溝溶接部5Wに該梁ウエブ9をすみ肉溶接23させることを特徴とする鉄骨構造物の製作方法である。このスティフナー25と角形鋼管柱5との溝溶接5Wは梁取付側だけでなく梁が無くてもその反対側の柱5にも溝溶接を実施する。また、該すみ肉溶接23は突合せ溶接で行うことも可能である。 An embodiment of the invention according to claim 3 will be described. The invention according to claim 3 is the invention according to claim 1, in which, as shown in FIGS. 16, 9, and 17, a stiffener 25 having a thickness equal to or greater than the thickness of the beam web is formed on the extension of the beam web 9, and the upper and lower diaphragms 1A. The inner diaphragm 1A and the stiffener 25, which are welded and joined together, are inserted into the square steel pipe column 5 from the end opening of the square steel pipe column 5 and installed at a predetermined position, and the stiffener 25 is square-shaped. A method for manufacturing a steel structure is characterized in that a steel pipe column 5 and groove welding 5W are performed, and the beam web 9 is fillet welded 23 to the groove welding portion 5W. The groove welding 5W between the stiffener 25 and the square steel pipe column 5 is performed not only on the beam mounting side but also on the column 5 on the opposite side without a beam. Further, the fillet welding 23 can be performed by butt welding.

請求項3に係る発明の実施の形態について説明する。請求項3に係る発明は、請求項1に記載の発明において、直角方向に梁が角形鋼管柱に接合される場合、図10及び図11に示すように、その両方の梁ウエブから、梁ウエブ9の延長上へ梁ウエブの厚さ以上のスティフナー25を上下ダイアフラム1A間に溶接接合26させて、溶接接合した該内ダイアフラム1Aと該スティフナー25を角形鋼管柱5の端部開口部から角形鋼管柱5の内に挿入し所定位置に設置し、図17に示すように、該スティフナー25を角形鋼管柱5と溝溶接5Wさせ、更に、該溝溶接部5Wに該梁ウエブ9をすみ肉溶接23させることを特徴とする鉄骨構造物の製作方法である。なお直角方向に梁が角形鋼管柱に接合される場合においても、スティフナー25は片方の梁のウエブの延長上にしか取り付けないことも本発明の実施形態の一つである。 An embodiment of the invention according to claim 3 will be described. According to a third aspect of the present invention, in the first aspect of the present invention, when the beam is joined to the square steel pipe column in a right angle direction, as shown in FIGS. A stiffener 25 having a thickness equal to or greater than the thickness of the beam web is welded 26 between the upper and lower diaphragms 1 </ b> A to the extension of 9, and the welded and joined inner diaphragm 1 </ b> A and the stiffener 25 are connected to the square steel pipe from the end opening of the square steel pipe column 5. As shown in FIG. 17, the stiffener 25 is inserted into the square steel pipe column 5 and groove weld 5W, and the beam web 9 is fillet welded to the groove weld 5W. 23 is a method for manufacturing a steel structure. In addition , even when a beam is joined to a square steel pipe column in a perpendicular direction, it is one of the embodiments of the present invention that the stiffener 25 is attached only on the extension of the web of one beam.

本発明の参考形態について説明する。図14において、角形鋼管柱5を建築物の各階ごとに切断することなく、該角形鋼管5の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔を開けて、該貫通孔位置に内ダイアフラム1Aを角形鋼管柱5の内部に設置して、角形鋼管柱5の外面から溝溶接22を行うことにより、角形鋼管柱5と内ダイアフラム1Aを溶接接合して、しかる後、H形鋼梁フランジ4の端部内面を肉盛溶接14して開先加工をした後、該溝溶接部22を含めた角形鋼管柱5とH形鋼梁4とを溶接接合17して鉄骨構造物を製作する方法を示している。溶接部17は肉盛溶接14及び仮付8を用いて溶接している。図13に示すように、内ダイアフラムの形状は4角形の角を切り欠いたものであるが、角形鋼管柱内面の形状に合わせたものでも良く、その肉厚は通常梁フランジよりも5〜15mm程度大きく取る。 A reference embodiment of the present invention will be described. In FIG. 14, without cutting the square steel pipe column 5 for each floor of the building, a through hole corresponding to the cross section of the beam flange is opened at the beam flange mounting position of the square steel pipe 5, and the inner diaphragm 1A is formed at the through hole position. Is installed inside the square steel pipe column 5 and groove welding 22 is performed from the outer surface of the square steel pipe column 5, whereby the square steel pipe column 5 and the inner diaphragm 1A are welded and joined, and then the H-shaped steel beam flange 4 is joined. A method of manufacturing a steel structure by welding and joining the square steel pipe column 5 including the groove welded portion 22 and the H-shaped steel beam 4 after overlay welding 14 of the inner surface of the end portion of the steel plate and performing groove processing. Is shown. The welded portion 17 is welded using the overlay welding 14 and the tacking 8. As shown in FIG. 13, the shape of the inner diaphragm is a shape in which square corners are notched, but it may be adapted to the shape of the inner surface of the square steel pipe column, and its thickness is usually 5 to 15 mm than that of the beam flange. Take a large degree.

本発明の参考形態について説明する。図15及び図8において、角形鋼管柱5を建築物の各階ごとに切断することなく、該角形鋼管5の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔27を開けて、内ダイアフラム1Aの端部両面に肉盛溶接14した後、該貫通孔位置27に内ダイアフラム1Aを角形鋼管柱5の内部に設置して、角形鋼管柱5の外面から溝溶接22を行うことにより、角形鋼管柱5と内ダイアフラム1Aを溶接接合して、しかる後、H形鋼梁フランジ4の端部内面を肉盛溶接14して開先加工をした後、該溝溶接部22を含めた角形鋼管柱5とH形鋼梁4とを溶接接合17して鉄骨構造物を製作する方法を示している。溶接部17は肉盛溶接14及び仮付8を用いて溶接している。図13に示すように、内ダイアフラムの形状はスニップカットで4角形の角を切り欠いたものであるが、角形鋼管柱5の内面の形状に合わせたものでも良い。このように、内ダイアフラム1Aの端部両面に肉盛溶接した場合、しない場合よりも内ダイアフラム1Aの肉厚を10〜20mm程度低減することが出来る。 A reference embodiment of the present invention will be described. 15 and 8, without cutting the square steel pipe column 5 for each floor of the building, a through hole 27 corresponding to the cross section of the beam flange is opened at the beam flange mounting position of the square steel pipe 5, and the inner diaphragm 1A After build-up welding 14 on both end faces, the inner diaphragm 1A is installed inside the square steel pipe column 5 at the through hole position 27, and the groove welding 22 is performed from the outer surface of the square steel pipe column 5, thereby making the square steel pipe column. 5 and the inner diaphragm 1A are welded together, and then the inner surface of the end portion of the H-shaped steel beam flange 4 is welded and welded to form a groove, and then the square steel pipe column 5 including the groove welded portion 22 is provided. This shows a method of manufacturing a steel structure by welding and joining 17 and the H-shaped steel beam 4. The welded portion 17 is welded using the overlay welding 14 and the tacking 8. As shown in FIG. 13, the shape of the inner diaphragm is a snip cut with a square corner cut out, but it may be matched to the shape of the inner surface of the square steel pipe column 5. Thus, when overlay welding is performed on both end surfaces of the inner diaphragm 1A, the thickness of the inner diaphragm 1A can be reduced by about 10 to 20 mm as compared with the case where it is not.

なお、本発明の参考形態において、内ダイアフラム1Aの端部両面に肉盛溶接14をする代わりに、図18に示すように、内ダイアフラム1Aの端部両面に裏当金10を仮付溶接8により取り付けておく方法も内ダイアフラム1Aと角形鋼管5との溝溶接を安定的に実施する良い方法であり、本発明の応用例の一つ(請求項2に係る発明)である。この場合、この裏当金を用いた場合に、裏当金10を付けない場合よりも、内ダイアフラムの厚さを大きくすることなく溝溶接22を安定的に行うことができる。なお、必要により、図17のスティフナーの溝溶接側に同様の裏当金10を、スティフナーの端部に仮付溶接8により取り付ける方法も本発明の応用例の一つである。 In the reference embodiment of the present invention, instead of overlay welding 14 on both end faces of the inner diaphragm 1A, as shown in FIG. 18, a backing metal 10 is temporarily attached to both end faces of the inner diaphragm 1A. This is a good method for stably carrying out groove welding between the inner diaphragm 1A and the square steel pipe 5, and is one of the application examples of the present invention (the invention according to claim 2) . In this case, when this backing metal is used, the groove welding 22 can be stably performed without increasing the thickness of the inner diaphragm, compared with the case where the backing metal 10 is not attached. If necessary, a method of attaching the same backing metal 10 to the groove welding side of the stiffener of FIG. 17 to the end of the stiffener by the temporary welding 8 is also an application example of the present invention.

請求項4に係る発明の実施の形態について説明する。図19に、請求項1乃至3の発明又は参考形態に掛かる梁フランジ端部継手溶接7又は17の後、該梁フランジ端部継手溶接部に繋げてフランジの側面に肉盛溶接20することにより鉄骨構造物を製作する方法を示す。この肉盛寸法は幅フランジ厚さ程度、長さ20〜200mm、高さ3〜10mmが適当である。応力集中緩和のためには、梁端に向かって次第に肉盛高さを大きくすることが望ましい。 An embodiment of the invention according to claim 4 will be described. In FIG. 19, after the beam flange end joint welding 7 or 17 according to the inventions of the first to third aspects or the reference form , the welded portion is connected to the welded portion of the beam flange end joint and subjected to overlay welding 20 on the side surface of the flange. A method of manufacturing a steel structure is shown. Appropriate dimensions for the build-up are a width flange thickness, a length of 20 to 200 mm, and a height of 3 to 10 mm. In order to alleviate stress concentration, it is desirable to gradually increase the build-up height toward the beam end.

請求項4に係る発明の実施の形態について説明する。図20に、請求項1乃至3の発明又は参考形態に掛かる梁フランジ端部継手溶接7又は17の後、該梁フランジ端部継手溶接部に繋げてフランジの上面に梁の軸方向に細長い肉盛溶接20をすることにより鉄骨構造物を製作する方法を示す。この肉盛寸法は幅10〜30mm、長さ20〜200mm、高さ3〜10mmが適当である。応力集中緩和のためには、梁中央側の肉盛溶接端部をなだらかに仕上げてテーパにすることが望ましい。 An embodiment of the invention according to claim 4 will be described. In FIG. 20, after the beam flange end joint weld 7 or 17 according to the invention of the first to third aspects or the reference form , the beam flange end joint weld is connected to the beam flange end joint weld and is elongated on the upper surface of the flange in the axial direction of the beam. A method of manufacturing a steel structure by performing weld welding 20 will be described. The overlay dimensions are suitably 10-30 mm in width, 20-200 mm in length, and 3-10 mm in height. In order to alleviate stress concentration, it is desirable to gently finish the build-up weld end on the center side of the beam to be tapered.

請求項4に係る発明の実施の形態について説明する。図21に、請求項1乃至3の発明又は参考形態に掛かる梁フランジ端部継手溶接7又は17の後、該梁フランジ端部継手溶接部に繋げてフランジの上面に梁の軸方向に広幅に肉盛溶接20をすることにより鉄骨構造物を製作する方法を示す。この肉盛寸法は梁フランジ幅程度、長さ20〜200mm、高さ3〜10mmが適当である。応力集中緩和のためには、梁中央側の肉盛溶接端部をなだらかに仕上げてテーパにすることが望ましい。 An embodiment of the invention according to claim 4 will be described. In FIG. 21, after the beam flange end joint weld 7 or 17 according to the invention of the first to third aspects or the reference form , it is connected to the beam flange end joint weld and widened in the axial direction of the beam on the upper surface of the flange. A method of manufacturing a steel structure by overlay welding 20 will be described. The overlay dimensions are suitably about the width of the beam flange, 20 to 200 mm in length, and 3 to 10 mm in height. In order to alleviate stress concentration, it is desirable to gently finish the build-up weld end on the center side of the beam to be tapered.

請求項4に係る発明の実施の形態について説明する。図22に、請求項1乃至3の発明又は参考形態に掛かる梁フランジ端部継手溶接7又は17の後、該梁フランジ端部継手溶接部に繋げてフランジの上面に梁の軸方向に広幅に且つ梁側面側を長く肉盛溶接20をすることにより鉄骨構造物を製作する方法を示す。この肉盛寸法は梁フランジ幅程度、長さ20〜200mm、高さ3〜10mmが適当である。応力集中緩和のためには、梁中央側の肉盛溶接端部をなだらかに仕上げてテーパにすることが望ましい。 An embodiment of the invention according to claim 4 will be described. In FIG. 22, after the beam flange end joint weld 7 or 17 according to the invention of the first to third aspects or the reference embodiment , the beam flange end joint weld is connected to the welded portion of the beam flange and widened in the axial direction of the beam on the upper surface of the flange. And the method of manufacturing a steel structure by carrying out the overlay welding 20 long on the beam side surface side is shown. The overlay dimensions are suitably about the width of the beam flange, 20 to 200 mm in length, and 3 to 10 mm in height. In order to alleviate stress concentration, it is desirable to gently finish the build-up weld end on the center side of the beam to be tapered.

請求項5に係る発明の実施の形態について説明する。請求項5に係る発明の実施の形態である梁せいの異なる梁を2種類以上柱に接合する場合の角形鋼管柱内への内ダイアフラムの設置方法について説明する。図23に示すように、梁4とは異なった方向からせいの異なる梁3及び3Aが柱5に接合される場合に、該角形鋼管柱5の梁フランジ取付位置に梁3及び3Aのフランジ断面形状相当の貫通孔をそれぞれ開けて、該貫通孔位置27に内ダイアフラム1Aを角形鋼管柱5の内部に設置する場合、両梁のフランジを同時に溝溶接22ができるように十分な厚さのダイアフラム1Aを図23に示すように、角形鋼管柱5の内に挿入し所定位置に設置する。 An embodiment of the invention according to claim 5 will be described. A method for installing an inner diaphragm in a square steel pipe column in the case of joining two or more types of beams with different beam lengths, which is an embodiment of the invention according to claim 5 , will be described. As shown in FIG. 23, when the beams 3 and 3A having different dimensions from the direction different from that of the beam 4 are joined to the column 5, the flange cross section of the beams 3 and 3A at the beam flange mounting position of the square steel pipe column 5 When a through-hole corresponding to the shape is opened and the inner diaphragm 1A is installed inside the square steel pipe column 5 at the through-hole position 27, the diaphragm is sufficiently thick so that the flanges of both beams can be groove welded 22 at the same time. As shown in FIG. 23, 1A is inserted into the square steel pipe column 5 and installed at a predetermined position.

従来の建築鉄骨柱梁接合部の立体図の一例Example of a three-dimensional diagram of a conventional steel-to-column connection 従来の建築鉄骨柱梁接合部の角形鋼管・ダイアフラム・梁フランジ接合部の断面図Sectional view of a conventional steel steel beam-to-column joint at a square steel pipe / diaphragm / beam flange joint 部材端部に水冷又は非水冷の銅製当て金をあてがい肉盛溶接をした断面図の一例An example of a cross-sectional view of overlay welding by applying a water-cooled or non-water-cooled copper paddle to the end of a member 部材端部に薄い鋼板をあてがい、肉盛溶接をした断面図の一例An example of a cross-sectional view of overlay welding where a thin steel plate is applied to the end of a member 部材13の端部に肉盛溶接し部材端部及び肉盛溶接部14を共に開先加工した状態の断面図Sectional drawing of the state which carried out overlay welding to the edge part of the member 13, and grooved both the member edge part and the overlay welding part 14 部材13の端部に肉盛溶接14と開先加工をして継手の相手部材16にあてがい、継手溶接を実施した状態の断面図Cross-sectional view of a state in which weld welding is performed on the end portion of the member 13 and groove processing is applied to the mating member 16 of the joint and joint welding is performed. 角形鋼管柱内部に装填された内ダイアフラムの施工状況を示す断面図Sectional view showing the construction status of the inner diaphragm loaded inside the square steel pipe column 角形鋼管の側面に梁フランジ断面形状に似せて開けた貫通孔の外観図External view of a through hole opened on the side of a square steel pipe to resemble the cross-sectional shape of a beam flange 内ダイアフラムにスティフナーを取り付けた状態の外観図External view with the stiffener attached to the inner diaphragm 角形鋼管の側面に梁断面形状に似せて開けた貫通孔の外観図External view of a through-hole opened to resemble a beam cross-sectional shape on the side of a square steel pipe 内ダイアフラムにスティフナーを直角方向の2方向に取り付けた状態の外観図External view of the inner diaphragm with stiffeners attached in two directions at right angles 内ダイアフラムと角形鋼管柱とを溝溶接し、梁フランジを、裏当金を用いて溝溶接部に重ねて溶接し、梁ウエブを角形鋼管柱にすみ肉溶接した断面図Cross section of inner diaphragm and square steel pipe column welded by groove welding, beam flange overlapped with groove welded part using backing metal, and beam web fillet welded to square steel pipe column 内ダイアフラムと角形鋼管柱とを溝溶接し、梁フランジを溝溶接部に重ねて溶接し、梁ウエブを角形鋼管柱にすみ肉溶接した横断面上面図Cross-sectional top view of inner diaphragm and square steel pipe column welded with groove, beam flange overlapped with groove weld and welded, beam beam fillet welded to square steel pipe column 内ダイアフラムと梁フランジ直結の柱梁接合部で梁フランジの裏面に肉盛溶接を施した場合の縦断面図Longitudinal section when overlay welding is applied to the back of the beam flange at the beam-to-column connection between the inner diaphragm and the beam flange 内ダイアフラムと梁フランジ直結の柱梁接合部で内ダイアフラムの端部両面及び梁フランジの裏面に肉盛溶接を施した場合の縦断面図Longitudinal sectional view when overlay welding is performed on both ends of the inner diaphragm and the back of the beam flange at the beam-column joint between the inner diaphragm and the beam flange 内ダイアフラム及びスティフナーと角形鋼管柱とを溝溶接し、梁フランジを溝溶接部に重ねて溶接し、梁ウエブを角形鋼管柱にすみ肉溶接した横断面上面図Cross sectional top view of inner diaphragm and stiffener welded to square steel pipe column, beam flange overlapped with groove weld and welded, beam beam fillet welded to square steel pipe column 内ダイアフラム及びスティフナーと角形鋼管柱とを溝溶接し、梁フランジをその裏面に肉盛溶接して溝溶接部に重ねて溶接し、梁ウエブを角形鋼管柱にすみ肉溶接した横断面上面図Cross-sectional top view of inner diaphragm / stiffener welded to square steel tube column, groove welded on the back of the beam flange, welded over the groove weld, and fillet welded to the square steel tube column 内ダイアフラムと梁フランジ直結の柱梁接合部で、内ダイアフラムの端部に裏当金を取付け、梁フランジの裏面に肉盛溶接を施した場合の縦断面図Longitudinal cross section when a backing metal is attached to the end of the inner diaphragm and build-up welding is applied to the back of the beam flange at the beam-column joint between the inner diaphragm and the beam flange 梁端部側面に肉盛溶接を実施した場合の柱梁接合部Column beam joint when overlay welding is performed on the side of the beam end 梁端部上面に梁の軸方向に細く肉盛溶接を実施した場合の柱梁接合部Column-beam joint when overlay welding is performed thinly in the axial direction of the beam on the upper surface of the beam end 梁端部上面に梁の軸方向に幅広く肉盛溶接を実施した場合の柱梁接合部Beam-column joint when wide overlay welding is performed on the beam upper surface in the axial direction of the beam 梁端部上面に梁の軸方向に幅広く且つ梁の側面近くを長く肉盛溶接を実施した場合の柱梁接合部Column beam joints when overlay welding is performed on the upper surface of the beam end in the axial direction of the beam and long near the side of the beam せい及び方向の異なる2つ以上の梁が角形鋼管柱に溝溶接される場合の柱梁接合部断面図Cross-sectional view of beam-column joint when two or more beams with different chamfers and directions are groove welded to a square steel pipe column

1 建築鉄骨柱梁接合部のダイアフラム
1A 建築鉄骨柱梁接合部の内ダイアフラム
2 ダイアフラム間の角形鋼管の短管。1と2から構成される部材をサイコロという。
3 H形鋼梁
3 異なった方向から柱に接合されるH形鋼梁
4 H形鋼梁フランジ
5 角形鋼管による柱
5W 角形鋼管による柱とスティフナーを取り付ける溝溶接部又はスロット溶接部
6 角形鋼管とダイアフラムとの溶接
7 梁フランジとダイアフラムとの溶接
8 仮付又は組立溶接
9 H形鋼梁ウエブ
10 裏当金
11 スカラップ
12 非消耗式当て金(銅など)
12P 非消耗式当て金(銅など)の突起
13 フランジ又は角形鋼管などの部材
13C 部材13の開先切断位置
14 部材裏面又は表面に施工された肉盛溶接
15 肉盛溶接部14及び母材を含めた開先面
16 相手部材
17 継手溶接
18 部材13の板厚又は肉厚
19 部材16と13の溶接部の実効のど厚
20 フランジ側面・上面又は裏面の肉盛溶接
21 梁応力集中部
22 角形鋼管による柱と内ダイアフラムを取り付ける溝又はスロット溶接部
23 角形鋼管とH形鋼梁ウエブとの溶接
24 内ダイアフラムの中央に開けた貫通孔
25 スティフナー
26 内ダイアフラムとスティフナーとを接合する溶接
27 角形鋼管側面に梁フランジ形状に合わせて明けた貫通孔即ちスロット
28 薄鋼板
DESCRIPTION OF SYMBOLS 1 Diaphragm of building steel beam-column joint 1A Inner diaphragm of building steel beam-column joint 2 Short tube of square steel pipe between diaphragms. A member composed of 1 and 2 is called a dice.
3 H-shaped steel beam 3 H-shaped steel beam 4 to be joined to the column from different directions 5 H-shaped steel beam flange 5 Column 5 W from square steel pipe Groove welded or slot welded part 6 to install the column and stiffener by square steel pipe Welding with diaphragm 7 Welding between beam flange and diaphragm 8 Temporary attachment or assembly welding 9 H-shaped steel beam web 10 Back metal 11 Scallop 12 Non-consumable metallurgy (copper, etc.)
12P Protrusion of non-consumable metallurgy (copper, etc.) 13 Flange or square steel pipe member 13C Groove cutting position 14 of member 13 Overlay welding 15 constructed on the back or surface of the member Overlay weld 14 and base metal Included groove surface 16 Mating member 17 Joint welding 18 Plate thickness or thickness 19 of member 13 Effective throat thickness 20 of welded portion of members 16 and 13 Overlay welding 21 on flange side surface, top surface or back surface 21 Beam stress concentration portion 22 Square shape Groove or slot welded part 23 for attaching the column and inner diaphragm by the steel pipe 23 Welding of the square steel pipe and the H-shaped steel beam web Through hole 25 opened in the center of the inner diaphragm Stiffener 26 Welding 27 joining the inner diaphragm and the stiffener 27 Square steel pipe Through hole or slot 28 drilled to match the beam flange shape on the side

Claims (5)

建築鉄骨構造物において、角形鋼管柱を各階ごとに切断することなく、該角形鋼管柱の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔を開けて、該貫通孔位置に内ダイアフラムを該角形鋼管柱内部に設置して、該角形鋼管柱の外面から溝溶接を行うことにより、該角形鋼管柱と該内ダイアフラムを溶接接合して、しかる後、該溝溶接部を含めた角形鋼管柱とH形鋼梁とを溶接接合し鉄骨構造物を製作する方法であって、該角形鋼管柱内に設置する上下内ダイアフラムを、スティフナーで仮付溶接又はすみ肉溶接で固定し、該スティフナーで固定された上下内ダイアフラムを該角形鋼管柱の端部開口部から該角形鋼管柱内部に挿入し所定位置に設置することを特徴とする鉄骨構造物の製作方法。 In a structural steel structure, without cutting the square steel pipe column every floor, a through hole corresponding to the cross section of the beam flange is opened at the beam flange mounting position of the square steel pipe column, and the inner diaphragm is formed at the through hole position. Installed inside the steel pipe column and groove-welded from the outer surface of the square steel pipe column, welds and joins the square steel pipe column and the inner diaphragm, and then includes the square steel pipe column including the groove welded portion, A method of manufacturing a steel structure by welding and joining an H-shaped steel beam, wherein the upper and lower inner diaphragms installed in the rectangular steel pipe column are fixed by temporary welding or fillet welding with a stiffener , and fixed with the stiffener A method for manufacturing a steel structure, wherein the upper and lower inner diaphragms are inserted into the rectangular steel pipe column from an end opening of the rectangular steel tube column and installed at a predetermined position. 建築鉄骨構造物において、角形鋼管柱を各階ごとに切断することなく、該角形鋼管柱の梁フランジ取付位置に梁フランジ断面形状相当の貫通孔を開けて、該貫通孔位置に内ダイアフラムを該角形鋼管柱内部に設置して、該角形鋼管柱の外面から溝溶接を行うことにより、該角形鋼管柱と内ダイアフラムを溶接接合して、しかる後、該溝溶接部を含めた角形鋼管柱とH形鋼梁とを溶接接合し鉄骨構造物を製作する方法であって、内ダイアフラムの溝溶接を行う場合に、内ダイアフラム端部両面に裏当金を該内ダイアフラム端部から突出させずに取り付けることにより、該裏当金のない場合に比べて内ダイアフラムの厚さを大きくすることなく該溝溶接を安定的に行うことを特徴とする鉄骨構造物の製作方法。 In a structural steel structure, without cutting the square steel pipe column every floor, a through hole corresponding to the cross section of the beam flange is opened at the beam flange mounting position of the square steel pipe column, and the inner diaphragm is formed at the through hole position. By installing the steel pipe column inside and welding the groove from the outer surface of the square steel pipe column, the square steel pipe column and the inner diaphragm are welded and joined, and then the square steel pipe column including the groove welded portion and the H A method of manufacturing a steel structure by welding and joining to a shaped steel beam, and when performing groove welding of an inner diaphragm , a backing metal is attached to both sides of the inner diaphragm end without protruding from the end of the inner diaphragm Thus, the method for manufacturing a steel structure is characterized in that the groove welding is stably performed without increasing the thickness of the inner diaphragm as compared with the case without the backing metal. 梁ウエブの延長上へ梁ウエブの厚さ以上のスティフナーを予め上下内ダイアフラム間に溶接接合させて、溶接接合した該内ダイアフラムと該スティフナーを角形鋼管柱の端部開口部から角形鋼管柱内に挿入し所定位置に設置して、該スティフナーを角形鋼管柱と溝溶接させ、更に該溝溶接部に該梁ウエブを溶接接合させることを特徴とする請求項1又は2記載の鉄骨構造物の製作方法。 A stiffener with a thickness greater than the thickness of the beam web is welded between the upper and lower inner diaphragms in advance on the extension of the beam web, and the welded inner diaphragm and the stiffener are inserted into the square steel pipe column from the end opening of the square steel pipe column. The steel structure according to claim 1 or 2 , wherein the stiffener is inserted into a predetermined position, groove welded to a square steel pipe column, and the beam web is welded to the groove weld. Method. 梁フランジ端部継手溶接後、該梁フランジ端部継手溶接部に繋げてフランジの側面又は下面に肉盛溶接することにより、梁端部側面の応力集中を軽減することを特徴とする請求項1乃至3いずれかに記載の鉄骨構造物の製作方法。 After the beam flange end joint welding, by deposit welding on the side surface or lower surface of the flange and connecting the the beams flange end joint weld part, claim, characterized in that to reduce the stress concentration in the beam end side 1 The manufacturing method of the steel structure in any one of thru | or 3 . 方向の異なった複数の梁の高さ位置の異なったフランジを、同時に1枚のダイアフラムに溝溶接できるように十分な厚さのダイアフラムを用いることを特徴とする請求項1乃至4いずれかに記載の鉄骨構造物の製作方法。 A plurality of height different flangeless position of the beam having different directions, according to any one of claims 1 to 4, characterized in that a sufficient thickness of the diaphragm to allow the groove weld on one of the diaphragm at the same time Steel frame structure manufacturing method.
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US9272122B2 (en) 2013-10-02 2016-03-01 Asahi Intecc Co., Ltd. Shaft and guidewire employing the same
CN112282051A (en) * 2020-10-24 2021-01-29 江苏南通三建集团股份有限公司 Steel column installation structure capable of being installed quickly and process thereof
KR102372361B1 (en) * 2021-06-21 2022-03-10 주식회사 하이스틸 Concrete filled steel tube column and manufacturing method thereof

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JPH0559785A (en) * 1991-06-21 1993-03-09 Nittetsu Column Kk Square steel pipe column
JP2002146921A (en) * 2000-11-09 2002-05-22 Mitsui Constr Co Ltd Steel pipe structure
JP2003020723A (en) * 2001-07-10 2003-01-24 Nkk Corp Structure of column and beam connection part
JP2004027655A (en) * 2002-06-26 2004-01-29 Masakatsu Uchida Column-beam joint part intersecting method for building steel structure

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0559785A (en) * 1991-06-21 1993-03-09 Nittetsu Column Kk Square steel pipe column
JP2002146921A (en) * 2000-11-09 2002-05-22 Mitsui Constr Co Ltd Steel pipe structure
JP2003020723A (en) * 2001-07-10 2003-01-24 Nkk Corp Structure of column and beam connection part
JP2004027655A (en) * 2002-06-26 2004-01-29 Masakatsu Uchida Column-beam joint part intersecting method for building steel structure

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US9272122B2 (en) 2013-10-02 2016-03-01 Asahi Intecc Co., Ltd. Shaft and guidewire employing the same
CN112282051A (en) * 2020-10-24 2021-01-29 江苏南通三建集团股份有限公司 Steel column installation structure capable of being installed quickly and process thereof
KR102372361B1 (en) * 2021-06-21 2022-03-10 주식회사 하이스틸 Concrete filled steel tube column and manufacturing method thereof

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