JP2020094339A - Steel beam and design method of steel beam - Google Patents
Steel beam and design method of steel beam Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 100
- 239000010959 steel Substances 0.000 title claims abstract description 100
- 238000000034 method Methods 0.000 title claims abstract description 32
- 238000013461 design Methods 0.000 title abstract description 23
- 238000009434 installation Methods 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims description 125
- 230000007423 decrease Effects 0.000 claims description 7
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 239000003351 stiffener Substances 0.000 abstract description 88
- 230000002787 reinforcement Effects 0.000 abstract description 16
- 238000012360 testing method Methods 0.000 description 7
- 238000010586 diagram Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000012790 confirmation Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000010276 construction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000004513 sizing Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
Description
本発明は、鉄骨梁および鉄骨梁の設計方法に関する。 The present invention relates to a steel beam and a method for designing a steel beam.
従来、鉄骨造建物における鉄骨梁の鋼材量削減を目的として、鉄骨梁端ウェブ補強工法が各種提案されている。鉄骨梁端ウェブ補強工法では、鉄骨梁における設計上の発生応力が低いスパン中央部に合せて梁断面サイズを設定し、梁端部のヒンジ形成位置近傍のウェブにスチフナなどの補剛材を溶接して補強している。
このように、鉄骨梁における必要箇所のみ補強することで、鉄骨梁全体の必要塑性変形能力を確保しながら、架構全体の鋼材量を削減することができる（例えば、特許文献１および２参照）。
Conventionally, various steel frame beam end web reinforcement methods have been proposed for the purpose of reducing the amount of steel material of a steel beam in a steel frame building. In the steel beam end web reinforcement method, the beam cross section size is set according to the center of the span where the design stress in the steel beam is low, and stiffeners and other stiffeners are welded to the web near the hinge formation position at the beam end. I am reinforcing it.
In this way, by reinforcing only the necessary portions of the steel frame beam, it is possible to reduce the steel material amount of the entire frame structure while ensuring the required plastic deformation capacity of the entire steel frame beam (see, for example, Patent Documents 1 and 2).
一方、鉄骨梁のウェブには、設備配管等を挿通させるために貫通孔を設けることが多い。このような場合、貫通孔を設けることによる鉄骨梁の耐力低下を防止するため、貫通孔まわりを補強する工法（梁貫通孔補強工法）がある。梁貫通孔補強工法では、例えば、鉄骨梁のウェブの貫通孔まわりに、補強板やスリーブ管などの貫通孔補強部材を設けて補強している（例えば、特許文献３参照）。 On the other hand, the web of the steel beam is often provided with a through hole for inserting equipment piping or the like. In such a case, there is a method of reinforcing the area around the through-hole (beam through-hole reinforcing method) in order to prevent the yield strength of the steel beam from being reduced by providing the through-hole. In the beam through hole reinforcing method, for example, a through hole reinforcing member such as a reinforcing plate or a sleeve pipe is provided around the through hole of the web of the steel frame beam for reinforcement (for example, refer to Patent Document 3).
上記の梁端ウェブ補強工法と梁貫通孔補強工法とは、それぞれ独立して設計される。しかしながら、梁端ウェブ補強工法によって補剛材を設置する箇所と、梁貫通孔補強工法によって貫通孔および貫通孔補強部材を設ける位置とが干渉すると、梁端ウェブ補強工法による補剛材と、梁貫通孔補強工法による貫通孔補強部材と、をいずれか一方が他方を跨ぐように設置する必要が生じることがあり、溶接などの鉄骨梁の加工が難しくなるという問題がある。また、梁端ウェブ補強工法による補剛材と、梁貫通孔補強工法による貫通孔補強部材とが干渉しないように設計しようとすると、貫通孔のサイズが限定されてしまい、設計自由度が低くなるという問題がある。 The beam end web reinforcing method and the beam through hole reinforcing method are designed independently of each other. However, if the location where the stiffener is installed by the beam end web reinforcement method interferes with the position where the through hole and the through hole reinforcement member are provided by the beam through hole reinforcement method, the stiffener by the beam end web reinforcement method and the beam It may be necessary to install one of the through-hole reinforcing member and the through-hole reinforcing member by the through-hole reinforcing method so as to straddle the other, and there is a problem that it is difficult to process the steel beam such as welding. Further, if it is attempted to design so that the stiffener by the beam end web reinforcement method and the through hole reinforcement member by the beam through hole reinforcement method do not interfere with each other, the size of the through hole is limited and the degree of freedom in design decreases. There is a problem.
本発明は、上述する問題点に鑑みてなされたもので、ウェブに所望のサイズの貫通孔を設けても、第１補強部材（梁端ウェブ補強工法による補剛材）と第２補強部材（梁貫通孔補強工法による貫通孔補強部材）とを干渉しないように設けることができて、ウェブの座屈を防止できるとともに、貫通孔によるウェブの耐力低下を防止することができる鉄骨梁および鉄骨梁の設計方法を提供することを目的とする。 The present invention has been made in view of the above-mentioned problems, and even when a through hole having a desired size is provided in the web, the first reinforcing member (stiffening material by the beam end web reinforcing method) and the second reinforcing member ( Steel beam and steel beam that can be provided so as not to interfere with the through-hole reinforcing member by the beam through-hole reinforcing method, can prevent the buckling of the web, and can prevent the reduction of the yield strength of the web due to the through hole. It is intended to provide a design method of.
上記目的を達成するため、本発明に係る鉄骨梁は、ウェブの長さ方向の端部近傍に、前記ウェブを厚さ方向に貫通する貫通孔が形成された鉄骨梁において、前記ウェブの長さ方向の端部近傍に設けられ、前記ウェブの座屈を防止する第１補強部材と、前記貫通孔の周囲に設けられ、前記貫通孔による前記ウェブの耐力低下を防止する第２補強部材と、を有し、前記第１補強部材は、前記ウェブの前記長さ方向における少なくとも前記第２補強部材が設けられている第２補強部材設置範囲には設けられておらず、前記ウェブの長さ方向の端部近傍における前記第１補強部材が設けられていない第１補強部材省略範囲の座屈耐力は、前記第１補強部材省略範囲において前記貫通孔が形成されておらず、前記第１補強部材が設けられていると仮定した場合の座屈耐力よりも大きく設定されていることを特徴とする。 In order to achieve the above-mentioned object, the steel beam according to the present invention is a steel beam in which a through hole penetrating the web in the thickness direction is formed in the vicinity of an end portion in the length direction of the web. A first reinforcing member that is provided in the vicinity of an end portion in the direction and that prevents buckling of the web, and a second reinforcing member that is provided around the through hole and that prevents reduction in the yield strength of the web due to the through hole, And the first reinforcing member is not provided in a second reinforcing member installation range in which at least the second reinforcing member is provided in the length direction of the web, and the first reinforcing member has a length direction of the web. The buckling strength of the first reinforcing member omitted range in which the first reinforcing member is not provided in the vicinity of the end portion of the first reinforcing member does not include the through hole in the first reinforcing member omitted range. Is set to be larger than the buckling strength when it is assumed that is provided.
また、本発明に係る鉄骨梁の設計方法は、ウェブの長さ方向の端部近傍に設けられ、前記ウェブを厚さ方向に貫通する貫通孔と、前記ウェブの長さ方向の端部近傍に設けられ、前記ウェブの座屈を防止する第１補強部材と、前記貫通孔の周囲に設けられ、前記貫通孔による前記ウェブの耐力低下を防止する第２補強部材と、を有する鉄骨梁の設計方法において、前記第１補強部材は、前記ウェブの前記長さ方向における少なくとも前記第２補強部材が設けられている第２補強部材設置範囲には設けず、前記ウェブの長さ方向の端部近傍における前記第１補強部材が設けられていない第１補強部材省略範囲の座屈耐力を、前記第１補強部材省略範囲において前記貫通孔が形成されておらず、前記第１補強部材が設けられていると仮定した場合の座屈耐力よりも大きくなるように設計することを特徴とする。 Further, the method for designing a steel beam according to the present invention is provided in the vicinity of the end portion in the length direction of the web, and a through hole penetrating the web in the thickness direction, and in the vicinity of the end portion in the length direction of the web. Design of a steel beam having a first reinforcing member that is provided to prevent buckling of the web, and a second reinforcing member that is provided around the through hole and prevents a decrease in yield strength of the web due to the through hole. In the method, the first reinforcing member is not provided in at least a second reinforcing member installation range where the second reinforcing member is provided in the length direction of the web, and the first reinforcing member is provided in the vicinity of an end portion in the length direction of the web. The buckling strength of the first reinforcing member omission range in which the first reinforcing member is not provided is in the case where the through hole is not formed in the first reinforcing member omission range and the first reinforcing member is provided. It is characterized in that it is designed to be larger than the buckling strength when it is assumed that there is
本発明では、ウェブの長さ方向の端部近傍における第１補強部材が設けられていない第１補強部材省略範囲の座屈耐力は、第１補強部材省略範囲において貫通孔が形成されておらず、第１補強部材が設けられていると仮定した場合の座屈耐力よりも大きく設定されている。これにより、ウェブにおける第１補強部材省略範囲は、第１補強部材が省略されていても、座屈が防止される。
そして、貫通孔および第２補強部材が設置される第２補強部材設置範囲は、第１補強部材省略範囲に含まれおり、第１補強部材が設けられていない。このため、ウェブに所望のサイズの貫通孔を設けても、第１補強部材と第２補強部材とを干渉しないように設けることができ、ウェブの座屈を防止できるとともに、貫通孔によるウェブの耐力低下を防止することができる。
In the present invention, the buckling strength of the first reinforcing member omitted range where the first reinforcing member is not provided in the vicinity of the end portion in the length direction of the web is such that the through hole is not formed in the first reinforcing member omitted range. The buckling strength is set to be larger than that when the first reinforcing member is provided. Thereby, buckling is prevented in the first reinforcing member omitted range in the web even if the first reinforcing member is omitted.
The second reinforcing member installation range in which the through hole and the second reinforcing member are installed is included in the first reinforcing member omitted range, and the first reinforcing member is not provided. Therefore, even if a through hole having a desired size is provided in the web, the first reinforcing member and the second reinforcing member can be provided so as not to interfere with each other, buckling of the web can be prevented, and the web can be prevented from being buckled by the through hole. It is possible to prevent a decrease in yield strength.
本発明によれば、ウェブに所望のサイズの貫通孔を設けても、第１補強部材と第２補強部材とを干渉しないように設けることができて、ウェブの座屈を防止できるとともに、貫通孔によるウェブの耐力低下を防止することができる。 According to the present invention, even if a through hole having a desired size is provided in the web, the first reinforcing member and the second reinforcing member can be provided so as not to interfere with each other, so that the buckling of the web can be prevented and the penetration can be prevented. It is possible to prevent a decrease in the yield strength of the web due to the holes.
以下、本発明の実施形態による鉄骨梁および鉄骨梁の設計方法について、図１乃至図９に基づいて説明する。
図１に示すように、本実施形態による鉄骨梁１は、Ｈ型鋼で、上フランジ２、下フランジ３およびウェブ４を有している。図１では、鉄骨梁１の長さ方向の一方の端部近傍１１（鉄骨梁１における長さ方向の一方の端部１ａから中央に向かった所定の範囲）を示している。
Hereinafter, a steel beam and a method for designing a steel beam according to an embodiment of the present invention will be described with reference to FIGS. 1 to 9.
As shown in FIG. 1, the steel beam 1 according to the present embodiment is an H-shaped steel and has an upper flange 2, a lower flange 3 and a web 4. FIG. 1 shows the vicinity 11 of one end of the steel beam 1 in the length direction (a predetermined range from one end 1 a in the length direction of the steel beam 1 toward the center).
ウェブ４の長さ方向の端部近傍４１（ウェブ４における鉄骨梁１の長さ方向の端部近傍１１に対応する部分、長さ方向の一方の端部４ａから中央に向かった所定の範囲）には、ウェブ４の座屈を防止するためのスチフナ５（第１補強部材）が設けられている。本実施形態では、ウェブ４の両側に上下方向に間隔をあけて２つずつスチフナ５が設けられている。上側のスチフナ５は、上フランジ２の下側に間隔をあけて設けられ、下側のスチフナ５は下フランジ３の上側に間隔をあけて設けられている。スチフナ５は、上フランジ２および下フランジ３と平行に設けられている。
ウェブ４の長さ方向の端部近傍４１におけるスチフナ５が設けられていない範囲を、スチフナ省略範囲４２（第１補強部材省略範囲）とする。
Near the end portion 41 in the length direction of the web 4 (a portion of the web 4 corresponding to the vicinity 11 near the end portion in the length direction of the steel beam 1, a predetermined range from one end portion 4a in the length direction toward the center) Is provided with a stiffener 5 (first reinforcing member) for preventing the buckling of the web 4. In this embodiment, two stiffeners 5 are provided on both sides of the web 4 at intervals in the vertical direction. The upper stiffener 5 is provided below the upper flange 2 with a gap, and the lower stiffener 5 is provided above the lower flange 3 with a gap. The stiffener 5 is provided in parallel with the upper flange 2 and the lower flange 3.
A range where the stiffener 5 is not provided in the vicinity 41 of the end portion of the web 4 in the length direction is referred to as a stiffener omission range 42 (first reinforcing member omission range).
ウェブ４の長さ方向の端部近傍４１には、例えば、設備配管を通すための貫通孔４３が形成されている。貫通孔４３は、ウェブ４を厚さ方向に貫通し、ウェブ４の長さ方向の端部４ａよりも中央に向かった位置で、スチフナ５の長さ方向の他方側に設けられている。貫通孔４３は、スチフナ省略範囲４２に設けられている。
貫通孔４３は、円形状に形成されている。
ウェブ４には、貫通孔４３の周囲に貫通孔補強部材６（第２補強部材）が設けられている。貫通孔補強部材６は、貫通孔４３を設けることによる鉄骨梁１の耐力低下を防止するために設けられている。
In the vicinity 41 of the end portion of the web 4 in the length direction, for example, a through hole 43 for passing equipment piping is formed. The through hole 43 penetrates the web 4 in the thickness direction and is provided on the other side in the length direction of the stiffener 5 at a position closer to the center than the end portion 4 a in the length direction of the web 4. The through hole 43 is provided in the stiffener omitted range 42.
The through hole 43 is formed in a circular shape.
The web 4 is provided with a through hole reinforcing member 6 (second reinforcing member) around the through hole 43. The through hole reinforcing member 6 is provided to prevent a decrease in the yield strength of the steel beam 1 due to the provision of the through hole 43.
貫通孔補強部材６は、平板状に形成されウェブ４に接合される平板部６１と、平板部６１に突設された筒状部６２とを有している。
平板部６１は、板面が貫通孔４３よりも大きい鋼板で、中央に貫通孔４３と同じ径の円形の孔部６３が形成されている。
筒状部６２は、孔部６３と同じ径の円筒状の鋼管で、一方の端部６２ａが平板部６１の孔部６３の縁部６３ａと接続され、他方の端部６２ｂが平板部６１から突出した位置に配置されている。
The through-hole reinforcing member 6 has a flat plate portion 61 formed in a flat plate shape and joined to the web 4, and a tubular portion 62 protruding from the flat plate portion 61.
The flat plate portion 61 is a steel plate whose plate surface is larger than the through hole 43, and a circular hole portion 63 having the same diameter as the through hole 43 is formed in the center.
The tubular portion 62 is a cylindrical steel pipe having the same diameter as the hole portion 63, one end portion 62 a is connected to the edge portion 63 a of the hole portion 63 of the flat plate portion 61, and the other end portion 62 b is connected to the flat plate portion 61. It is located in a protruding position.
貫通孔補強部材６は、筒状部６２が突出していない側の面がウェブ４と面接触し、孔部６３および筒状部６２が貫通孔４３と重なるようにウェブ４と接合されている。貫通孔補強部材６は、ウェブ４の両側それぞれに設けられている。
貫通孔補強部材６は、スチフナ省略範囲４２に設けられていて、スチフナ５と干渉していない。
ウェブ４の長さ方向における貫通孔補強部材６が設けられている範囲を、貫通孔補強部材設置範囲４４（第２補強部材設置範囲）とする。貫通孔補強部材設置範囲４４は、スチフナ省略範囲４２よりも小さく、スチフナ省略範囲４２の内部に設けられている。
The through-hole reinforcing member 6 is joined to the web 4 such that the surface on the side where the tubular portion 62 does not project comes into surface contact with the web 4, and the hole portion 63 and the tubular portion 62 overlap the through-hole 43. The through hole reinforcing members 6 are provided on both sides of the web 4, respectively.
The through hole reinforcing member 6 is provided in the stiffener omitted range 42 and does not interfere with the stiffener 5.
A range in which the through hole reinforcing member 6 is provided in the length direction of the web 4 is referred to as a through hole reinforcing member installation range 44 (second reinforcing member installation range). The through hole reinforcing member installation range 44 is smaller than the stiffener omitted range 42 and is provided inside the stiffener omitted range 42.
本実施形態による鉄骨梁１は、ウェブ４の長さ方向の端部近傍４１におけるスチフナ省略範囲４２の座屈耐力は、スチフナ省略範囲４２において貫通孔４３が形成されておらず、スチフナ５が設けられていると仮定した場合の座屈耐力よりも大きく設定されている。本実施形態による鉄骨梁の設計方法では、ウェブ４の長さ方向の端部近傍４１におけるスチフナ省略範囲４２の座屈耐力を、スチフナ省略範囲４２において貫通孔４３が形成されておらず、スチフナ５が設けられていると仮定した場合の座屈耐力よりも大きく設定する。 In the steel beam 1 according to the present embodiment, the buckling strength of the stiffener omitted range 42 in the vicinity 41 of the end portion of the web 4 in the longitudinal direction is such that the through hole 43 is not formed in the stiffener omitted range 42 and the stiffener 5 is provided. It is set to be larger than the buckling strength when it is assumed. In the steel beam designing method according to the present embodiment, the buckling strength of the stiffener omission range 42 in the vicinity 41 of the end portion in the longitudinal direction of the web 4 is determined by the fact that the stiffener 5 does not have the through holes 43 formed therein. It is set to be larger than the buckling strength when it is assumed that is provided.
図２（ａ）および（ｂ）に示すように、本実施形態では、鉄骨梁１にスチフナ５を設置する範囲（スチフナ補剛範囲４５とする）は、設計上のレベル２地震時（上下動による応力も加算）の応力状態において、鉄骨梁１のウェブ４の局部座屈限界耐力ＭＤを超える範囲とする。図２（ｂ）は、設計上のレベル２地震時のモーメント図である。
なお、図２（ａ）では、スチフナ補剛範囲４５全体にわたってスチフナ５が設けられているが、スチフナ補剛範囲４５にスチフナ省略範囲４２（図１参照）が含まれている。
As shown in FIGS. 2A and 2B, in the present embodiment, the range in which the stiffener 5 is installed on the steel beam 1 (the stiffener stiffening range 45) is the design level 2 earthquake (vertical movement). In the stress state of (adding the stress due to), the local buckling limit proof strength MD of the web 4 of the steel frame beam 1 is exceeded. FIG. 2( b) is a moment diagram for a designed level 2 earthquake.
In FIG. 2A, the stiffener 5 is provided over the entire stiffener stiffening range 45, but the stiffener stiffening range 45 includes the stiffener omission range 42 (see FIG. 1 ).
図２（ｃ）に示すように、本実施形態では、貫通孔４３および貫通孔補強部材６を設けることができる範囲（貫通孔設置可能範囲４６）は、鉄骨梁１の端部１ａの塑性化領域４８（梁成の０．５倍）以外の範囲とする。したがって、貫通孔４３および貫通孔補強部材６を設けることによりスチフナ５を省略可能となる範囲４７は、スチフナ補剛範囲４５と貫通孔設置可能範囲４６とが重なる範囲となる。
なお、貫通孔補強部材６の形態が上記以外の場合は、それぞれの指針に従って貫通孔設置可能範囲４６を設定する。
As shown in FIG. 2C, in the present embodiment, the range in which the through hole 43 and the through hole reinforcing member 6 can be provided (through hole installable range 46) is plasticized at the end 1 a of the steel beam 1. The range is other than the region 48 (0.5 times the beam formation). Therefore, the range 47 in which the stiffener 5 can be omitted by providing the through hole 43 and the through hole reinforcing member 6 is a range in which the stiffener stiffening range 45 and the through hole installable range 46 overlap.
When the form of the through hole reinforcing member 6 is other than the above, the through hole installable range 46 is set according to the respective guidelines.
本実施形態による鉄骨梁１のＦＥＭ解析を実施した。
解析ケースは、以下に示すＮｏ．１−Ｎｏ．３の３ケースとする。
Ｎｏ.１：貫通孔が形成されておらずスチフナ５のみが設けられた鉄骨梁１Ａ（図３参照）
Ｎｏ.２：貫通孔４３が形成されて貫通孔補強部材６が設けられるとともに、スチフナ５が貫通孔補強部材設置範囲４４に及ぶように設けられた鉄骨梁１Ｂ（図４参照）
Ｎｏ.３：本実施形態の鉄骨梁１Ｃ（図１参照）
The FEM analysis of the steel beam 1 according to this embodiment was performed.
The analysis case is No. shown below. 1-No. There are 3 cases.
No. 1: Steel beam 1A with no through hole formed and only the stiffener 5 provided (see FIG. 3)
No. 2: A steel beam 1B in which the through hole 43 is formed and the through hole reinforcing member 6 is provided, and the stiffener 5 is provided so as to extend into the through hole reinforcing member installation range 44 (see FIG. 4).
No. 3: Steel frame beam 1C of this embodiment (see FIG. 1)
ＦＥＭ解析は、ＭＤ．Ｎａｓｔｒａｎ（ＳＯＬ１０６）を用い、材料非線形および幾何学非線形を考慮した非線形静的増分解析を行った。境界条件として、鉄骨梁１Ａ〜１Ｃの端部１ａ（図中左側）を完全固定とし、他端に強制変形を与えた片持梁形式の加力とした。 FEM analysis is performed in MD. Non-linear static incremental analysis was performed using Nastran (SOL106) considering material nonlinearity and geometrical nonlinearity. As a boundary condition, the end portion 1a (left side in the figure) of the steel beams 1A to 1C was completely fixed, and the other end was a cantilever type force with a forced deformation.
ＦＥＭ解析の結果の一覧を図５の表に示し、得られた荷重変形関係を図６（ａ）−（ｃ）のグラフに示す。図６（ａ）は、Ｎｏ.１の鉄骨梁１Ａの荷重変形関係を示し、図６（ｂ）は、Ｎｏ.２の鉄骨梁１Ｂの荷重変形関係を示し、図６（ｃ）は、Ｎｏ.３の鉄骨梁１Ｃの荷重変形関係を示している。
ここで、図中の荷重および変形は、梁断面の全塑性耐力およびその時の変形の計算値で無次元化して示した。また、終局状態の変形および応力コンター（ｖｏｎ ＭｉｓｅｓＳｔｒｅｓｓ）を図７に示す。図７（ａ）は、Ｎｏ.１の鉄骨梁１Ａの終局状態の変形および応力コンターを示し、図７（ｂ）は、Ｎｏ.２の鉄骨梁１Ｂの終局状態の変形および応力コンターを示し、図７（ｃ）は、Ｎｏ.３の鉄骨梁１Ｃの終局状態の変形および応力コンターを示している。
図６に示すように、荷重変形関係は、Ｎｏ.１の鉄骨梁とＮｏ.２の鉄骨梁とは、同等の耐力および塑性変形能力を有していることが分かる。また、図７から分かるように、Ｎｏ．３の鉄骨梁では、スチフナ省略範囲４２においても、貫通孔補強部材６が十分にウェブ４の座屈を拘束していることが分かる。
以上より、本実施形態による鉄骨梁１（Ｎｏ．３）の有効性を確認できた。
A list of the results of the FEM analysis is shown in the table of FIG. 5, and the obtained load-deformation relationships are shown in the graphs of FIGS. 6(a)-(c). 6A shows the load-deformation relationship of the No. 1 steel frame beam 1A, FIG. 6B shows the load-deformation relationship of the No. 2 steel frame beam 1B, and FIG. 3 shows a load-deformation relationship of the steel beam 1C of FIG.
Here, the loads and deformations in the figure are shown dimensionlessly by the total plastic proof stress of the beam cross section and the calculated values of the deformation at that time. In addition, the deformation and stress contours (von Mises Stress) in the final state are shown in FIG. 7. FIG. 7A shows the deformation and stress contours of the No. 1 steel beam 1A in the final state, and FIG. 7B shows the deformation and stress contours of the No. 2 steel beam 1B in the final state. FIG. 7C shows the deformation and stress contour of the No. 3 steel beam 1C in the final state.
As shown in FIG. 6, regarding the load-deformation relationship, it can be seen that the No. 1 steel beam and the No. 2 steel beam have the same proof stress and plastic deformation capability. Further, as can be seen from FIG. It can be seen that, in the steel frame beam No. 3, the through hole reinforcing member 6 sufficiently restrains the buckling of the web 4 even in the stiffener omitted range 42.
From the above, the effectiveness of the steel beam 1 (No. 3) according to this embodiment was confirmed.
続いて、本実施形態による鉄骨梁の設計フローについて説明する。
本実施形態による鉄骨梁の設計フローでは、上記の鉄骨梁１のＦＥＭ解析（座屈固有値解析）による確認に加え、以下の条件を満足することを確認する。図８に鉄骨梁１の設計フローを示す。
Next, the design flow of the steel beam according to the present embodiment will be described.
In the design flow of the steel beam according to the present embodiment, in addition to the confirmation by the FEM analysis (buckling eigenvalue analysis) of the steel beam 1 described above, it is confirmed that the following conditions are satisfied. FIG. 8 shows a design flow of the steel beam 1.
まず、鉄骨梁１の設計用のモーメント（Ｍ）およびせん断力（Ｑ）を算定する（ステップ１（Ｓ−１））。
ステップ１（Ｓ−１）で算定された設計用のモーメント（Ｍ）およびせん断力（Ｑ）から鉄骨梁１の断面を設定する（ステップ２（Ｓ−２））。
続いて、スチフナ補剛の設計（スチフナ５を設置する補剛区間、スチフナ５の間隔、およびスチフナ５の寸法の設定）を行う（ステップ３（Ｓ−３））。スチフナ補剛の設計に不具合が生じる場合は、ステップ２（Ｓ−２）に戻り、鉄骨梁１の断面を再度設定する。
First, the design moment (M) and shearing force (Q) of the steel beam 1 are calculated (step 1 (S-1)).
The cross section of the steel beam 1 is set from the design moment (M) and shearing force (Q) calculated in step 1 (S-1) (step 2 (S-2)).
Subsequently, the stiffener stiffening design (stiffening section where the stiffener 5 is installed, spacing between the stiffeners 5 and setting of the dimensions of the stiffeners 5) is performed (step 3 (S-3)). If a problem occurs in the stiffener stiffening design, the process returns to step 2 (S-2) and the cross section of the steel beam 1 is set again.
ステップ３（Ｓ−３）のスチフナ補剛の設計と前後して、または同時に、配管等の計画（ステップ４（Ｓ−４））に従って、貫通孔４３の設計（孔径および位置の設定）を行う（ステップ５（Ｓ−５））。
ステップ５（Ｓ−５）で設計された貫通孔４３の形状に基づいて、貫通孔補強部材６の設計を行う（ステップ６（Ｓ−６））。
Before or after the stiffener stiffening design in step 3 (S-3), or at the same time, the through hole 43 is designed (hole diameter and position are set) according to a plan for piping and the like (step 4 (S-4)). (Step 5 (S-5)).
The through hole reinforcing member 6 is designed based on the shape of the through hole 43 designed in step 5 (S-5) (step 6 (S-6)).
ステップ３（Ｓ−３）で設計されたスチフナ５と、ステップ６（Ｓ−６）で設計された貫通孔補強部材６とが干渉するかどうかを判断する（ステップ７（Ｓ−７））。
ステップ７（Ｓ−７）でスチフナ５と、貫通孔補強部材６とが干渉しないと判断された場合は、従来の工法に基づいたスチフナおよび貫通孔補強部材を有する鉄骨梁となる（本実施形態による鉄骨梁を適用しない）。
ステップ７（Ｓ−７）でスチフナ５と貫通孔補強部材６とが干渉すると判断された場合は、スチフナ５を省略可能な範囲（スチフナ省略範囲４２）を設定する（ステップ８（Ｓ−８））。
It is determined whether or not the stiffener 5 designed in step 3 (S-3) interferes with the through hole reinforcing member 6 designed in step 6 (S-6) (step 7 (S-7)).
When it is determined in step 7 (S-7) that the stiffener 5 and the through-hole reinforcing member 6 do not interfere with each other, the steel beam having the stiffener and the through-hole reinforcing member based on the conventional construction method is obtained (this embodiment). Do not apply steel beams).
When it is determined in step 7 (S-7) that the stiffener 5 and the through-hole reinforcing member 6 interfere with each other, the range in which the stiffener 5 can be omitted (stiffener omission range 42) is set (step 8 (S-8)). ).
ステップ８（Ｓ−８）で設定されたスチフナ省略範囲４２における、図９に示す貫通孔補強部材６よりも上側の領域Ａと、下側の領域Ａ‘について梁ウェブプレートとしての座屈検定を行う（ステップ９（Ｓ−９））。なお、図９の鉄骨梁１では、貫通孔４３および貫通孔補強部材６がウェブ高さ方向の中央よりも上側に位置し、貫通孔補強部材６の両側にスチフナ５が設けられている。
座屈検定は、日本建築学会：鋼構造設計規準に示された検定方法による。なお、貫通孔補強部材６が設けられている部分ｄｒについては、従来の鉄骨梁の貫通孔補強としての設計を満足していれば、梁ウェブプレートとしての座屈検定は必要ない。
In the stiffener omission range 42 set in step 8 (S-8), the buckling test as the beam web plate is performed on the area A above the through hole reinforcing member 6 shown in FIG. 9 and the area A′ below. Perform (step 9 (S-9)). In the steel frame beam 1 of FIG. 9, the through hole 43 and the through hole reinforcing member 6 are located above the center in the web height direction, and the stiffeners 5 are provided on both sides of the through hole reinforcing member 6.
The buckling test is based on the test method shown in the Japan Institute of Architecture: Steel Structure Design Standard. As for the portion dr provided with the through hole reinforcing member 6, the buckling test as the beam web plate is not necessary if the conventional design for reinforcing the through hole of the steel beam is satisfied.
ステップ９（Ｓ−９）の座屈検定により基準を満たしている場合は、上記のＦＥＭ解析（座屈固有値解析）による確認を行う（ステップ１０（Ｓ−１０））。
ステップ１０（Ｓ−１０）により、鉄骨梁の有効性を確認できれば、スチフナ５を省略可能となり（ステップ１１（Ｓ−１１））、スチフナ５および貫通孔補強部材６の設計が完了する。
If the criteria are satisfied by the buckling test in step 9 (S-9), confirmation is performed by the FEM analysis (buckling eigenvalue analysis) (step 10 (S-10)).
If the effectiveness of the steel beam can be confirmed in step 10 (S-10), the stiffener 5 can be omitted (step 11 (S-11)), and the design of the stiffener 5 and the through hole reinforcing member 6 is completed.
ステップ９（Ｓ−９）において、座屈検定による基準を満たしていない場合は、ステップ８（Ｓ−８）に戻る。また、ステップ１０（Ｓ−１０）において、鉄骨梁の有効性を確認できない場合も、ステップ８（Ｓ−８）に戻る。
ステップ８（Ｓ−８）でスチフナ省略範囲４２を再度設定し、ステップ９（Ｓ−９）で、座屈検定による基準を満たし、ステップ１０（Ｓ−１０）で、鉄骨梁の有効性を確認できればスチフナ５を省略可能となり（ステップ１１（Ｓ−１１））、スチフナ５および貫通孔補強部材６の設計が完了する。
ステップ９（Ｓ−９）で、座屈検定による基準を満たせない場合、または、ステップ１０（Ｓ−１０）で、鉄骨梁の有効性を確認できない場合は、スチフナ５の省略が不可となる。
In step 9 (S-9), when the criterion by the buckling test is not satisfied, the process returns to step 8 (S-8). In addition, if it is not possible to confirm the validity of the steel beam in step 10 (S-10), the process returns to step 8 (S-8).
In step 8 (S-8), the stiffener omission range 42 is set again, in step 9 (S-9), the criteria by the buckling test are satisfied, and in step 10 (S-10), the effectiveness of the steel beam is confirmed. If possible, the stiffener 5 can be omitted (step 11 (S-11)), and the design of the stiffener 5 and the through hole reinforcing member 6 is completed.
In step 9 (S-9), if the standard by the buckling test cannot be satisfied, or if the validity of the steel beam cannot be confirmed in step 10 (S-10), the stiffener 5 cannot be omitted.
次に、上述した本実施形態による鉄骨梁１および鉄骨梁の設計方法の作用・効果について図面を用いて説明する。
上述した本実施形態による鉄骨梁１および鉄骨梁の設計方法では、ウェブ４のスチフナ省略範囲４２の座屈耐力は、スチフナ省略範囲４２において貫通孔４３が形成されておらず、スチフナ５が設けられていると仮定した場合の座屈耐力よりも大きく設定されている。これにより、ウェブ４におけるスチフナ省略範囲４２は、スチフナ５が省略されていても、座屈が防止される。
そして、貫通孔４３および貫通孔補強部材６が設置される貫通孔補強部材設置範囲４４は、スチフナ省略範囲４２に含まれおり、スチフナ５が設けられていない。このため、ウェブ４に所望のサイズの貫通孔４３を設けても、スチフナ５と貫通孔補強部材６とを干渉しないように設けることができ、ウェブ４の座屈を防止できるとともに、貫通孔４３によるウェブ４の耐力低下を防止することができる。
Next, operations and effects of the steel beam 1 and the method for designing the steel beam according to the present embodiment described above will be described with reference to the drawings.
In the steel beam 1 and the method for designing the steel beam according to the present embodiment described above, the buckling strength of the stiffener omitted range 42 of the web 4 is such that the through hole 43 is not formed in the stiffener omitted range 42 and the stiffener 5 is provided. It is set to be larger than the buckling strength when it is assumed that As a result, buckling of the stiffener omission range 42 in the web 4 is prevented even if the stiffener 5 is omitted.
The through hole reinforcing member installation range 44 in which the through hole 43 and the through hole reinforcing member 6 are installed is included in the stiffener omitted range 42, and the stiffener 5 is not provided. Therefore, even if the through hole 43 having a desired size is provided in the web 4, the stiffener 5 and the through hole reinforcing member 6 can be provided so as not to interfere with each other, buckling of the web 4 can be prevented, and the through hole 43 can be prevented. It is possible to prevent the yield strength of the web 4 from being reduced.
以上、本発明による鉄骨梁１および鉄骨梁の設計方法の実施形態について説明したが、本発明は上記の実施形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。
例えば、上記の実施形態では、貫通孔補強部材６の長さ方向の一方側のみにスチフナ５が設けられているが、長さ方向の両側にスチフナ５が設けられていてもよい。スチフナ省略範囲４２は、貫通孔補強部材設置範囲４４と同じ範囲でもよいし、貫通孔補強部材設置範囲４４よりも大きい範囲であってもよい。
Although the embodiments of the steel frame beam 1 and the method of designing the steel frame beam according to the present invention have been described above, the present invention is not limited to the above-described embodiments, and can be appropriately modified without departing from the spirit thereof.
For example, in the above embodiment, the stiffener 5 is provided only on one side in the length direction of the through hole reinforcing member 6, but the stiffeners 5 may be provided on both sides in the length direction. The stiffener omission range 42 may be the same range as the through hole reinforcing member installation range 44, or may be a range larger than the through hole reinforcing member installation range 44.
また、上記の実施形態では、ウェブ４の長さ方向の端部近傍４１には、ウェブ４の座屈を防止するための第１補強部材としてスチフナ５が設けられているが、第１補強部材としてスチフナ５以外の部材が設けられていてもよい。また、スチフナ５が設けられる位置や向き、スチフナ５の数は適宜設定されてよい。 In the above embodiment, the stiffener 5 is provided as the first reinforcing member for preventing the buckling of the web 4 in the vicinity 41 of the end portion of the web 4 in the longitudinal direction. A member other than the stiffener 5 may be provided. Further, the position and orientation of the stiffener 5 and the number of the stiffeners 5 may be set appropriately.
また、上記の実施形態では、鉄骨梁１にスチフナ５を設置する範囲（スチフナ補剛範囲４５とする）は、設計上のレベル２地震時（上下動による応力も加算）の応力状態において、鉄骨梁１のウェブ４の局部座屈限界耐力ＭＤを超える範囲としている。
これに対し、図１０に示すように、スチフナ補剛範囲４５は、鉄骨梁１の塑性ヒンジ形成位置（拡幅ハンチの端部１ｂ）から鉄骨梁１の長さ方向の中央に、梁せい寸法の１．０倍の寸法分、向かった位置までの範囲としてもよい。例えば、梁せい寸法が１２００ｍｍの場合、スチフナ補剛範囲４５は、拡幅ハンチの端部１ｂから鉄骨梁１の長さ方向の中央に１２００ｍｍ向かった位置までの範囲となる。
Further, in the above-described embodiment, the range in which the stiffener 5 is installed on the steel beam 1 (stiffener stiffening range 45) is set in the stress state at the time of the designed level 2 earthquake (additional stress due to vertical motion). The range is set to exceed the local buckling limit proof strength MD of the web 4 of the beam 1.
On the other hand, as shown in FIG. 10, the stiffener stiffening range 45 is defined by the beam sizing from the position where the plastic hinge of the steel beam 1 is formed (end 1b of the widening haunch) to the center in the longitudinal direction of the steel beam 1. The range up to the facing position may be the dimension of 1.0 times. For example, when the beam size is 1200 mm, the stiffener stiffening range 45 is a range from the end portion 1b of the widening haunch to a position 1200 mm toward the center of the steel beam 1 in the longitudinal direction.
そして、スチフナ補剛範囲４５に貫通孔４３を形成して貫通孔補強部材６を設ける場合には、スチフナ省略範囲４２は、貫通孔補強部材６が設けられている範囲（貫通孔補強部材設置範囲４４）となる。例えば、上記のスチフナ補剛範囲４５に４００φの貫通孔４３を形成して６００ｍｍ角の平板部６１と４００φの筒状部６２とを有する貫通孔補強部材６を設ける場合には、スチフナ省略範囲４２は、貫通孔補強部材６が設けられている６００ｍｍの範囲（貫通孔補強部材設置範囲４４）となる。 When the through hole 43 is formed in the stiffener stiffening range 45 and the through hole reinforcing member 6 is provided, the stiffener omission range 42 is a range where the through hole reinforcing member 6 is provided (through hole reinforcing member installation range). 44). For example, when the through hole 43 of 400 φ is formed in the stiffener stiffening range 45 and the through hole reinforcing member 6 having the flat plate portion 61 of 600 mm square and the tubular portion 62 of 400 φ is provided, the stiffener omission range 42 Is within a range of 600 mm where the through hole reinforcing member 6 is provided (through hole reinforcing member installation range 44).
また、上記の実施形態では、貫通孔４３を設けることによる鉄骨梁１の耐力低下を防止するための第２補強部材として平板部６１と、筒状部６２とを有する貫通孔補強部材６が設けられているが、第２補強部材として、リング状の部材などが設けられていてもよい。 Further, in the above embodiment, the through hole reinforcing member 6 having the flat plate portion 61 and the tubular portion 62 is provided as the second reinforcing member for preventing the yield strength of the steel beam 1 due to the provision of the through hole 43. However, a ring-shaped member or the like may be provided as the second reinforcing member.
１ 鉄骨梁
４ ウェブ
５ スチフナ（第１補強部材）
６ 貫通孔補強部材（第２補強部材）
４１ 端部近傍
４２ スチフナ省略範囲（第１補強部材省略範囲）
４３ 貫通孔
４４ 貫通孔補強部材設置範囲（第２補強部材設置範囲）
1 Steel beam 4 Web 5 Stiffener (1st reinforcing member)
6 Through-hole reinforcing member (second reinforcing member)
41 near the end 42 stiffener omitted range (first reinforcing member omitted range)
43 through-hole 44 through-hole reinforcing member installation range (second reinforcing member installation range)
Claims (2)
前記ウェブの長さ方向の端部近傍に設けられ、前記ウェブの座屈を防止する第１補強部材と、
前記貫通孔の周囲に設けられ、前記貫通孔による前記ウェブの耐力低下を防止する第２補強部材と、を有し、
前記第１補強部材は、前記ウェブの前記長さ方向における少なくとも前記第２補強部材が設けられている第２補強部材設置範囲には設けられておらず、
前記ウェブの長さ方向の端部近傍における前記第１補強部材が設けられていない第１補強部材省略範囲の座屈耐力は、前記第１補強部材省略範囲において前記貫通孔が形成されておらず、前記第１補強部材が設けられていると仮定した場合の座屈耐力よりも大きく設定されていることを特徴とする鉄骨梁。 In the vicinity of the end portion in the length direction of the web, in the steel beam in which a through hole penetrating the web in the thickness direction is formed,
A first reinforcing member that is provided in the vicinity of the end portion in the length direction of the web and prevents buckling of the web;
A second reinforcing member that is provided around the through hole and that prevents a decrease in the yield strength of the web due to the through hole,
The first reinforcing member is not provided in the second reinforcing member installation range in which at least the second reinforcing member is provided in the length direction of the web,
The buckling strength of the first reinforcing member omitted range in which the first reinforcing member is not provided near the end portion in the length direction of the web is such that the through hole is not formed in the first reinforcing member omitted range. The steel frame beam is set to have a buckling strength larger than that of the case where the first reinforcing member is provided.
前記ウェブの長さ方向の端部近傍に設けられ、前記ウェブの座屈を防止する第１補強部材と、
前記貫通孔の周囲に設けられ、前記貫通孔による前記ウェブの耐力低下を防止する第２補強部材と、を有する鉄骨梁の設計方法において、
前記第１補強部材は、前記ウェブの前記長さ方向における少なくとも前記第２補強部材が設けられている第２補強部材設置範囲には設けず、
前記ウェブの長さ方向の端部近傍における前記第１補強部材が設けられていない第１補強部材省略範囲の座屈耐力を、前記第１補強部材省略範囲において前記貫通孔が形成されておらず、前記第１補強部材が設けられていると仮定した場合の座屈耐力よりも大きくなるように設計することを特徴とする鉄骨梁の設計方法。 A through hole that is provided in the vicinity of the end portion in the length direction of the web and that penetrates the web in the thickness direction,
A first reinforcing member that is provided in the vicinity of the end portion in the length direction of the web and prevents buckling of the web;
A second reinforcing member which is provided around the through hole and prevents a decrease in yield strength of the web due to the through hole, and a method for designing a steel frame beam,
The first reinforcing member is not provided in at least the second reinforcing member installation range in which the second reinforcing member is provided in the length direction of the web,
The buckling strength of the first reinforcing member omitted range where the first reinforcing member is not provided in the vicinity of the end portion in the length direction of the web is such that the through hole is not formed in the first reinforcing member omitted range. A method for designing a steel frame beam, characterized in that it is designed so as to have a buckling strength larger than that under the assumption that the first reinforcing member is provided.
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| JPH1181456A (en) * | 1997-09-03 | 1999-03-26 | Asahi Chem Ind Co Ltd | Overhang section structure for building and its reinforcing member |
| JP2010079321A (en) * | 2008-08-23 | 2010-04-08 | Okabe Co Ltd | Method and system for design support for reinforcement of steel beam through-hole |
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