JP5946613B2

JP5946613B2 - Strength prediction method for steel column beam joint with different diameters of upper and lower columns

Info

Publication number: JP5946613B2
Application number: JP2011167247A
Authority: JP
Inventors: 拓馬西; 吉田　文久; 文久吉田
Original assignee: Daiwa House Industry Co Ltd
Current assignee: Daiwa House Industry Co Ltd
Priority date: 2011-07-29
Filing date: 2011-07-29
Publication date: 2016-07-06
Anticipated expiration: 2031-07-29
Also published as: JP2013028997A

Description

この発明は、それぞれ角形鋼管柱からなる上柱と下柱の径が異なる鉄骨造の梁接合部において、上部通しダイアフラムの耐力の予測および板厚設計を行う下柱異径の鉄骨柱梁接合部の耐力予測方法に関する。 The present invention relates to a steel beam-to-beam joint with different diameters of the lower column, which predicts the strength of the upper through-diaphragm and designs the plate thickness in a steel beam joint with different diameters of the upper and lower columns made of square steel pipe columns, respectively. about the strength of prediction how.

従来、上柱と下柱の径が異なる鉄骨造の梁接合部においては、図１７に示すように、下柱１と上柱２との間に、角筒形で台形の接合部パネル３Ａを構成している。各柱１，２と接合部パネル３Ａの間には、それぞれ、下，上の柱径に応じた大きさの下部通しダイアフラム４および上部通しダイアフラム５を溶接し、これらダイアフラム４，５に鉄骨梁６の端部を溶接で接合する。 Conventionally, in a steel beam joint having different upper and lower pillar diameters, a rectangular and trapezoidal joint panel 3A is provided between the lower pillar 1 and the upper pillar 2, as shown in FIG. It is composed. A lower passage diaphragm 4 and an upper passage diaphragm 5 having a size corresponding to the lower and upper pillar diameters are welded between the pillars 1 and 2 and the joint panel 3A, respectively. The ends of 6 are joined by welding.

下柱１と上柱２の柱径の差が小さい場合は、図１８に示すように、下柱１と同径の角筒状の接合部パネル３を、下柱１と同径の直筒状とする場合もある。接合部パネル３を直筒状とした場合については、上部通しダイアフラム５の補強につき提案されている（特許文献１）。
なお、ノンダイアフラム形式の鉄骨柱梁接合部につき、上下柱の偏心接合部の面外曲げ拘束耐力を、降伏線理論を用いて予想する方法が提案されている（特許文献２）。 When the difference between the column diameters of the lower column 1 and the upper column 2 is small, as shown in FIG. 18, a rectangular tube-shaped joint panel 3 having the same diameter as the lower column 1 is formed into a straight tube shape having the same diameter as the lower column 1. In some cases. In the case where the junction panel 3 is formed in a straight cylinder shape, there has been proposed reinforcement of the upper through diaphragm 5 (Patent Document 1).
In addition, about the non-diaphragm type steel beam-column joint part, the method of estimating the out-of-plane bending restraint proof strength of the eccentric joint part of an up-and-down column is proposed using the yield line theory (patent document 2).

特開２０１０−２６５６７７号公報JP 2010-265677 A 特開２００７−１４６５６５号公報JP 2007-146565 A

図１７の台形の接合部パネル３Ａを用いるものは、接合部の耐力や剛性が確保し易い。しかし、台形の接合部パネル３Ａは、台形の平板状の４枚の鋼板を、それぞれが互いに適正な角度をなす状態に溶接で接合して製作しなけばならない。そのため、製作に高度な技術と手間がかかり、コスト高となる。例えば、接合部の加工コストは、鉄骨全体の加工コストの６割程度を占めることになる。
図１８の平板上の上部通しダイアフラム５を用いるものは、構成が簡素であるが、平板上の上部通しダイアフラム５の中間部分で上柱２の下端を支持し、柱応力を上部通しダイアフラム５の面外曲げ抵抗で応力伝達することになる。そのため上部通しダイアフラム５による接合部の耐力と剛性の確保が難しく、旧鋼管構造設計指針解説の検討法では、下柱１と上柱２の径差が５０mmまでとされている。そのため、径差が１００mm以上の場合は、設計のよりどころがない。 17 using the trapezoidal joint panel 3A of FIG. 17 is easy to ensure the yield strength and rigidity of the joint. However, the trapezoidal joint panel 3A must be manufactured by welding four trapezoidal flat plate-shaped steel plates to each other at an appropriate angle by welding. For this reason, the production takes a high level of technology and labor, and the cost increases. For example, the processing cost of the joint occupies about 60% of the processing cost of the entire steel frame.
The structure using the upper through diaphragm 5 on the flat plate in FIG. 18 has a simple structure, but supports the lower end of the upper column 2 at the middle portion of the upper through diaphragm 5 on the flat plate, and applies column stress to the upper through diaphragm 5. Stress is transmitted by out-of-plane bending resistance. For this reason, it is difficult to secure the strength and rigidity of the joint portion by the upper through diaphragm 5, and the diameter difference between the lower column 1 and the upper column 2 is set to 50 mm in the examination method of the old steel pipe structure design guideline. Therefore, when the diameter difference is 100 mm or more, there is no choice for design.

特許文献１における、図１８の平板上の上部通しダイアフラム５を用いたうえで、上部通しダイアフラム５の補強部材を設けるものは、補強のための工数増により、製作時間や加工コストが増加する。 In the case of using the upper through diaphragm 5 on the flat plate of FIG. 18 in Patent Document 1 and providing the reinforcing member for the upper through diaphragm 5, the manufacturing time and processing cost increase due to the increase in the number of steps for reinforcement.

この発明の課題は、ダイアフラム形式でかつ直筒状の接合部パネルを用いた上下柱異径の鉄骨柱梁接合部につき、上部通しダイアフラムの接合部の耐力を精度良く容易に予測することができる耐力予測方法を提供することである。 The problem of the present invention is that it is possible to accurately and easily predict the proof strength of the joint portion of the upper through-diaphragm with respect to the steel column beam joint portion having different diameters of the upper and lower columns using a diaphragm-shaped and straight tubular joint panel. Ru der to provide a prediction method.

この発明の耐力予測方法における、予測対象となる鉄骨柱梁接合部は、それぞれ角形鋼管柱からなる下柱および上柱を有し、上柱が下柱よりも小径であり、下柱の上端開口を閉じて周囲に張り出し前記下柱に全周溶接された下部通しダイアフラムと、前記下柱と略同径の角形直筒状に形成され前記下部通しダイアフラムの上面に下端が全周溶接されて立ち上がる接合部パネルと、この接合部パネルの上端開口を閉じて周囲に張り出し前記接合部パネルに全周溶接されて上面に前記上柱の下端が全周溶接された上部通しダイアフラムと、前記下部通しダイアフラムおよび上部通しダイアフラムの端面に上下フランジが接合される鉄骨梁とを備えた上下柱異径の鉄骨柱梁接合部である。この鉄骨柱梁接合部は、柱応力を上部通しダイアフラムの面外曲げ抵抗で応力伝達することになる。 In the yield strength prediction method of the present invention, the steel column beam joint to be predicted has a lower column and an upper column each made of a square steel pipe column, the upper column is smaller in diameter than the lower column, and the upper end opening of the lower column A lower through-diaphragm that is extended to the periphery and is welded to the lower column, and a joint that is formed into a rectangular cylinder having the same diameter as the lower column and is welded to the upper surface of the lower through-diaphragm and welded to the upper end of the lower through-diaphragm And a lower through diaphragm, wherein the upper end opening of the joint panel is closed around the upper end of the joint panel and is welded all around to the joint panel and the lower end of the upper column is welded to the entire top surface. It is a steel column beam joint part with different diameters of the upper and lower columns provided with a steel beam to which upper and lower flanges are joined to the end face of the upper through diaphragm. This steel beam-to-column joint transmits the column stress through the upper portion of the diaphragm by the out-of-plane bending resistance.

この発明の第１の耐力予測方法は、上記予測対象の鉄骨柱梁接合部において、前記上部通しダイアフラムの耐力を予測する方法であって、前記上柱に軸力Ｎが作用する場合の、前記上部通しダイアフラムの前記上柱が接合された部位である接合部の面外曲げによる降伏曲げ耐力 _fＭ_y を、降伏線理論を用い、上柱の軸力Ｎを反映させて求めることを特徴とする。
第１の耐力予測方法の内の第１−１の耐力予測方法は、前記上柱と下柱とが互いに柱心が一致する心合わせ形式の配置である場合である場合に適用する。
この場合に前記降伏線理論を用いて前記面外曲げ降伏曲げ耐力 _f Ｍ _y を求める方法は、
平面視で前記下柱の内周面上の一つの辺の両端となる角部をそれぞれＡ点、Ｅ点とし、前記一つの辺上の任意の点をＣ点とし、平面視で前記上柱の外周面上の４つの辺のうち、前記下柱の前記一つの辺に対して垂直な方向に延びる２つの辺における前記Ａ点に近い方の辺上の任意の点をＢ点、遠い方の辺の上の任意の点をＤ点として、降伏線ＡＢ、降伏線ＢＣ、降伏線ＣＤ、降伏線ＤＥを定め、前記降伏線ＡＢ、降伏線ＢＣ、降伏線ＣＤ、降伏線ＤＥを用いて内部仕事Ｅを算出し、内部仕事Ｅが最小となるときの面外曲げ降伏曲げ耐力 _f Ｍ _y を求める方法とする。 The first yield strength prediction method of the present invention is a method for predicting the yield strength of the upper through diaphragm in the steel column beam joint to be predicted, wherein the axial force N acts on the upper column. and characterized in that determined by the bending yield strength _f M _y by the upper column of the upper through the diaphragm the bending plane of the joint is a part joined, using the yield line theory, it reflects the axial force N of the upper pillar To do.
The 1-1 yield strength prediction method of the first yield strength prediction methods is applied when the upper column and the lower column are arranged in a centering manner in which the column centers coincide with each other.
Method of determining the yield strength _f M _y wherein out of plane bending bending yield by using the yield line theory in this case,
The corners that are both ends of one side on the inner peripheral surface of the lower pillar in plan view are A point and E point, respectively, and any point on the one side is C point, and the upper column in plan view Of the four sides on the outer peripheral surface of the lower pillar, an arbitrary point on the side closer to the point A in the two sides extending in the direction perpendicular to the one side of the lower pillar is the point B and the far side A yield line AB, a yield line BC, a yield line CD, and a yield line DE are defined with an arbitrary point on the side of the line D as a point, and the yield line AB, the yield line BC, the yield line CD, and the yield line DE are used. calculating the internal work E, and a method for determining the plane bending the bending yield strength _f M _y when an internal job E is minimized.

この方法によると、上部通しダイアフラムの面外曲げによる降伏曲げ耐力 fＭy を、降伏線理論を用い、上柱の軸力Ｎを反映させて求めるため、降伏曲げ耐力 fＭy を精度高く予測することができる。しかも、その他の解析方法を用いる場合に比べて手間をかけずに容易に予測することができる。 According to this method, the yield bending strength fMy due to the out-of-plane bending of the upper through diaphragm is obtained by reflecting the axial force N of the upper column using the yield line theory, so the yield bending strength fMy can be predicted with high accuracy. . In addition, the prediction can be easily performed with less effort compared to the case of using other analysis methods.

上記の面外曲げ降伏曲げ耐力 fＭy は、次式（１）によって求める。 The out-of-plane bending yield strength fMy is obtained by the following equation (1).

ここで、Ｅ：内部仕事
Ｎ：柱軸力（柱軸力Ｎは任意に与える）
δ3：軸方向の仮想変位
θ：上部通しダイアフラムの上柱軸心での回転角
ただし、内部仕事Ｅは、降伏線における内部仕事Σ LＥi と軸降伏領域における内部仕事ΣＥviとの和、
Ｅ＝Σ LＥi ＋ΣＥviで与えられる。
降伏線における内部仕事 LＥi は、次式で与えられる。
LＥi ＝Ｌi ・ LdＭy ・θi
ここで、Ｌi ：各降伏線の長さ
θi ：各降伏線の回転角
LdＭy ：上部通しダイアフラムに形成される降伏線の単位長さ当たりの降伏曲げモーメント
この降伏曲げモーメント LdＭy は、次式で与える。
ここで、ｔd ：上部通しダイアフラムの板厚
dσy ：上部通しダイアフラムの降伏応力度
軸降伏領域における内部仕事Ｅviは、次式で与えられる。
Ｅvi＝ Cσy ・εi ・Ｖi
ここで、 Cσy ：上柱の降伏応力度
εi ：各軸降伏領域における歪み
Ｖi ：各軸降伏領域の体積
ただし、降伏線の位置は面外降伏曲げ耐力 fＭy が最小となる位置とする。 Where E: internal work
N: Column axial force (column axial force N is given arbitrarily)
δ3: Virtual displacement in the axial direction
θ: rotation angle at the upper column axis of the upper through diaphragm, where internal work E is the sum of internal work Σ LEi in the yield line and internal work Σ Evi in the axial yield region,
Is given by E = Σ LEi + Σ Evi.
The internal work LEi at the yield line is given by:
LEi = Li ・ LdMy ・ θi
Where Li: length of each yield line
θi: Rotation angle of each yield line
LdMy: Yield bending moment per unit length of the yield line formed in the upper through diaphragm This yield bending moment LdMy is given by the following equation.
Where td: plate thickness of the upper through diaphragm
dσy: Yield stress level of upper through diaphragm The internal work Evi in the axial yield region is given by the following equation.
Evi = Cσy · εi · Vi
Where Cσy: Yield stress of upper column
εi: Strain in each axis yield region
Vi: Volume of each axis yield region However, the position of the yield line is the position where the out-of-plane yield bending strength fMy is minimized.

この場合は、式（１）に、各パラメータの数値を代入して計算を行うだけで面外曲げ降伏曲げ耐力 _fＭ_y を求めることができ、上部通しダイアフラムの面外曲げ降伏曲げ耐力 _fＭ_y を、より容易に精度高く予測することができる。
第１の耐力予測方法の内の第１−２の耐力予測方法は、前記降伏線理論を用いて前記面外曲げ降伏曲げ耐力 _f Ｍ _y を求める方法が、平面視で前記下柱の内周面の一つの角部をＡ点、同内周面における前記Ａ点から続く辺上の任意の点をＣ点、前記上柱の外周面における、前記下柱のＡ点から続く辺に対して垂直な方向に延びる２つの辺における前記Ａ点に近い方の辺上の任意の点をＢ点として、降伏線ＡＢ、降伏線ＢＣを定め、前記降伏線ＡＢ、降伏線ＢＣを用いて内部仕事Ｅを算出し、内部仕事Ｅが最小となるときの面外曲げ降伏曲げ耐力 _f Ｍ _y を求める方法である。
第１の耐力予測方法の内の第１−２の耐力予測方法は、前記下柱と上柱とは、断面の２辺が揃い一つの角部が一致するように偏心した二方向偏心形式の配置である場合に適用され、前記降伏線理論を用いて前記面外曲げ降伏曲げ耐力 _f Ｍ _y を求める方法が、平面視で前記下柱の内周面上で、前記一致する一つの角部と対角にある角部をＡ点とし、前記一つの角部の隣の角部をＢ点とし、前記上柱の外周面上で前記一致する一つの角部と対角にある角部をＣ点とし、前記上柱の内周面上で前記下柱と重なる２辺の内で前記Ｂ点に近い方の辺上の任意の点をＤ点として、降伏線ＡＢ、降伏線ＢＤ、降伏線ＡＣ、降伏線ＢＣ、降伏線ＣＤを定め、前記降伏線ＡＢ、降伏線ＢＤ、降伏線ＡＣ、降伏線ＢＣ、降伏線ＣＤを用いて内部仕事Ｅを算出し、内部仕事Ｅが最小となるときの面外曲げ降伏曲げ耐力 _f Ｍ _y を求める方法である。 In this case, the equation (1), by substituting numerical value of each parameter calculation only can ask plane bending the bending yield strength _f M _y performs, the bending plane of the upper through diaphragm bending yield strength _f M _y can be predicted more easily and accurately.
1-2 Strength predicting method of the first proof stress prediction method, a method of obtaining the out of plane bending the bending yield strength _f M _y using the yield line theory, the inner periphery of the lower column in plan view One point on the surface is point A, any point on the side that continues from point A on the inner peripheral surface is point C, and the outer surface of the upper column is on the side that continues from point A on the lower column A yield line AB and a yield line BC are defined with an arbitrary point on the side closer to the point A in two sides extending in the vertical direction as a point B, and internal work is performed using the yield line AB and the yield line BC. It calculates E, a plane bending bending yield method for determining the yield strength _f M _y when an internal job E is minimized.
The first or second proof stress prediction method of the first proof stress prediction method is a two-way eccentricity type in which the lower pillar and the upper pillar are eccentric so that two sides of the cross section are aligned and one corner is coincident. It applies if an arrangement, the method of using the yield line theory determining the out of plane bending the bending yield strength _f M _y is on the inner circumferential surface of the lower pillar in plan view, the matching one corner A corner that is diagonally opposite to the corner is a point A, a corner that is adjacent to the one corner is a point B, and a corner that is diagonally opposite to the matching corner on the outer peripheral surface of the upper column. The yield line AB, the yield line BD, the yield point, with the point C being an arbitrary point on the side closer to the point B of the two sides overlapping the lower pillar on the inner peripheral surface of the upper pillar Line AC, yield line BC, and yield line CD are determined, internal work E is calculated using the yield line AB, yield line BD, yield line AC, yield line BC, and yield line CD. Job E is a method for obtaining a plane bending the bending yield strength _f M _y when the minimum.

参考提案例に係る第２の耐力予測方法は、上記予測対象の鉄骨柱梁接合部において、前記上部通しダイアフラムのパンチングシャー降伏曲げ耐力 pＭy を予測する方法であって、前記上柱に軸力Ｎが作用する場合の、前記上部通しダイアフラムの前記上柱が接合された部位である接合部のパンチングシャー降伏曲げ耐力 pＭy を、降伏線理論を用い、前記上柱の軸力Ｎを反映させて求めることを特徴とする。 The second yield strength prediction method according to the reference proposal example is a method for predicting the punching shear yield bending strength pMy of the upper through diaphragm in the steel column beam joint to be predicted, and the axial force N is applied to the upper column. Is determined by reflecting the axial force N of the upper column using a yield line theory, using the yield line theory. it shall be the features a.

この方法では、上部通しダイアフラムのパンチングシャー降伏曲げ耐力 pＭy を、降伏線理論を用い、上柱の軸力Ｎを反映させて求めるため、パンチングシャー降伏曲げ耐力 pＭy を精度高く予測することができる。しかも、その他の解析方法を用いる場合に比べて手間をかけずに容易に予測することができる。 In this method, the punching shear yield bending strength pMy of the upper through diaphragm is obtained by reflecting the axial force N of the upper column using the yield line theory, so that the punching shear yield bending strength pMy can be predicted with high accuracy. In addition, the prediction can be easily performed with less effort compared to the case of using other analysis methods.

上記のパンチングシャー降伏曲げ耐力 pＭy は、次式（２）によって求める。 The punching shear yield bending strength pMy is obtained by the following equation (2).

ここで、 dσy ：上部通しダイアフラムの降伏応力度
Ｎ：柱軸力（柱軸力Ｎは任意に与える）
Ａo ：置換断面の断面積
Ｚo ：置換断面の断面係数
ただし、Ａo ＝４Ｂ1 ・ｔd ′
Ｚo は次式のとおり。 Where dσy: Yield stress of the upper through diaphragm
N: Column axial force (column axial force N is given arbitrarily)
Ao: sectional area of the replacement section
Zo: section modulus of the replacement section, where Ao = 4B1 .td '
Zo is as follows.

ここで、Io ：置換断面の断面二次モーメント
ｔd ：上部通しダイアフラムの板厚
ｔd ′＝ｔd ／√３
Ｂ1 ：上柱の幅（上柱は断面が正方形とする）
Where, Io: sectional moment of displacement td: top through diaphragm plate thickness td '= td / √3
B1: Width of upper column (upper column has a square cross section)

この場合も、式（２）に、各パラメータの数値を代入して計算を行うだけでパンチングシャー降伏曲げ耐力 pＭy を求めることができ、上部通しダイアフラムのパンチングシャー降伏曲げ耐力 pＭy を、より容易に精度高く予測することができる。 In this case as well, the punching shear yield bending strength pMy can be obtained simply by substituting the numerical values of the respective parameters into equation (2), and the punching shear yield bending strength pMy of the upper through diaphragm can be obtained more easily. Predict with high accuracy.

また、上記の課題は、第１の耐力予測方法で求めた面外曲げ降伏曲げ耐力 fＭy と、第２の耐力予測方法で求めたパンチングシャー降伏曲げ耐力 pＭy とのうち、小さい方の耐力値を、上部通しダイアフラムの上柱が接合された接合部の降伏曲げ耐力 jＭy とすることによって解決される。 In addition, the above problem is that the smaller one of the out-of-plane bending yield bending strength fMy obtained by the first yield strength prediction method and the punching shear yield bending strength pMy obtained by the second yield strength prediction method is obtained. This is solved by setting the yield bending strength jMy of the joint where the upper column of the upper through diaphragm is joined.

この方法では、上部通しダイアフラムの耐力を予測する上で重要な要素となる面外曲げ降伏曲げ耐力 fＭy とパンチングシャー降伏曲げ耐力 pＭy とを考慮に入れて、小さい方の耐力値を接合部の降伏曲げ耐力 jＭy の予測値とするため、信頼性の高い予測を行うことができる。 In this method, the out-of-plane bending yield strength fMy and the punching shear yield strength pMy, which are important factors in predicting the yield strength of the upper through-diaphragm, are taken into consideration, and the yield strength of the smaller one is calculated. Since the predicted value of the bending strength jMy is used, a highly reliable prediction can be performed.

参考提案例に係る第１の上下柱異径の鉄骨柱梁接合部の板厚設計方法は、上記予測対象の鉄骨柱梁接合部が板厚設計方法の対象となる鉄骨柱梁接合部であり、前記上部通しダイアフラムの板厚を設計する方法であって、
定められた耐力評価式と、定められた剛性評価式を満足する板厚とし、
前記の定められた耐力評価式に、前記第１の耐力予測方法で求めた面外曲げ降伏曲げ耐力 fＭy と、第２の耐力予測方法で求めたパンチングシャー降伏曲げ耐力 pＭy とのうち、小さい方の耐力値を、上部通しダイアフラムの上柱が接合された接合部の降伏曲げ耐力
jＭy として用いることを特徴とする。 The plate thickness design method for the steel column beam joint with the different diameters of the upper and lower columns according to the reference proposal example is a steel column beam joint for which the steel column beam joint to be predicted is the target of the plate thickness design method. , A method of designing the plate thickness of the upper through diaphragm,
A plate thickness that satisfies the specified strength evaluation formula and the specified stiffness evaluation formula,
The smaller one of the out-of-plane bending yield bending strength fMy obtained by the first yield strength prediction method and the punching shear yield bending strength pMy obtained by the second yield strength prediction method according to the determined yield strength evaluation formula. Yield strength of the joint where the upper column of the upper diaphragm is joined
It is used as jMy.

この設計方法によると、耐力評価と接合部剛性の評価とを行い、耐力評価には、上部通しダイアフラムの耐力を予測する上で重要な要素となる面外曲げ降伏曲げ耐力 fＭy とパンチングシャー降伏曲げ耐力 pＭy とを考慮に入れて、小さい方の耐力値を接合部の降伏曲げ耐力 jＭy の値として板厚を設計するため、信頼性の高い耐力予測により、上部通しダイアフラムの板厚を適切な厚さに増して、接合部の耐力と剛性を確保し、上下柱間の筒形の接合部パネルを、台形とすることなく、直筒状として簡素化することができる。 According to this design method, strength evaluation and joint stiffness evaluation are performed. For strength evaluation, out-of-plane bending yield bending strength fMy and punching shear yield bending, which are important factors in predicting the strength of the upper through diaphragm, are used. In consideration of the proof stress pMy, the plate thickness is designed by using the smaller proof stress value as the yield bending proof stress jMy of the joint. In addition, the yield strength and rigidity of the joint can be ensured, and the cylindrical joint panel between the upper and lower columns can be simplified as a straight cylinder without being trapezoidal.

この設計方法は、具体的には、上部通しダイアフラムの板厚につき、以下の条件式を満足する板厚とするのが良い。
耐力評価式を満足する上部通しダイアフラム板厚ｔd は、以下の条件式を満足するように設定する。
ｔd ≧ max（ strｔd ， rigｔd ，ｔcu，ｔcl）
ｔp ≧ｔd
ここで、ｔd ：上部通しダイアフラムの必要板厚
strｔd ：耐力評価式を満足する上部通しダイアフラム板厚
rigｔd ：剛性評価式を満足する上部通しダイアフラム板厚
ｔcu：上柱板厚
ｔcl：下柱板厚
ｔp：接合部パネルの板厚
耐力評価式を満足する上部通しダイアフラム板厚 strｔd は、以下の条件式を満足するように設定する。
jＭy ≧（１−ｎ） cＭy （ｎ≦０．７）
jＭu ≧１．３・ν・ cＭp （ｎ≦０．７） Specifically, in this design method, it is preferable that the plate thickness of the upper through diaphragm satisfies the following conditional expression.
The upper through-diaphragm plate thickness td satisfying the proof stress evaluation formula is set so as to satisfy the following conditional formula.
td ≥ max (strtd, rigtd, tcu, tcl)
tp ≧ td
Where td is the required plate thickness of the top through diaphragm
strtd: Upper through-diaphragm plate thickness satisfying the proof stress evaluation formula
rigtd: Upper through-diaphragm plate thickness that satisfies the rigidity evaluation formula
tcu: Upper column board thickness
tcl: Lower pillar plate thickness
tp: Joint panel thickness Thru diaphragm thickness strtd that satisfies the proof stress evaluation formula is set so as to satisfy the following conditional expression.
jMy ≧ (1-n) cMy (n ≦ 0.7)
jMu ≧ 1.3 ・ ν ・ cMp (n ≦ 0.7)

ここで、 _jＭ_y ：上部通しダイアフラムの降伏曲げ耐力
_jＭ_u ：上部通しダイアフラムの最大曲げ耐力
_cＭ_y ：上柱の降伏曲げ耐力
_cＭ_p ：上柱の全塑性曲げ耐力
ｎ : 柱軸力比
Ｎ：上柱に作用する軸力
Ｎ_y ：上階柱の降伏軸力
_cＡ_u ：上階柱の断面積
_cＦ_y ：上階柱の基準強度
ν ：上階柱の軸力による全塑性曲げモーメントの低下率
ｎ≦０．５の場合 ν＝１−４ｎ²／３
０．５＜ｎ≦０．７の場合 ν＝４（１−ｎ）／３
上部通しダイアフラム板厚 _rigｔ_d は、以下の剛性評価式で示される条件式を満足するように設定する。 Here, _j M _y: bending yield strength of the upper through the diaphragm
_j M _u : Maximum bending strength of top through diaphragm
_c M _y: bending yield strength of the upper column
_c M _p : Total plastic bending strength of upper column
n: Column axial force ratio
N: Axial force acting on the upper column
N _y : Yield axial force of upper column
_c A _u : Cross-sectional area of the upper column
_c F _y : Standard strength of upper floor pillar
ν: Reduction rate of total plastic bending moment due to axial force of upper column
For ^{n ≦ 0.5 ν = 1-4n 2/} 3
When 0.5 <n ≦ 0.7 ν = 4 (1-n) / 3
Upper part through the diaphragm thickness _rig t _d is set so as to satisfy the condition represented by the following rigid formulas.

この方法の場合、降伏耐力と最大耐力との２種類の耐力評価、および接合部剛性の評価を行って板厚を設計する。そのため、より信頼性の高い板厚設計が行える。 In the case of this method, the plate thickness is designed by performing two types of proof stress evaluations, yield strength and maximum proof strength, and joint rigidity. Therefore, a more reliable plate thickness design can be performed.

上記各設計方法において、上部通しダイアフラムの板厚を選定する表として、行と列からなる表の各行に、下柱の各種の幅寸法または上柱の各種の幅寸法の一方を定め、前記表の各欄に、下柱の各種の幅寸法または上柱の各種の幅寸法の他方を定め、各行と列が交差する枡内に、対応する下柱と上柱の幅寸法に場合に適切となる上部通しダイアフラムの板厚を記載し、
この枡内に記載する板厚の値を、前記のいずれかの板厚設計方法の各条件式を満足する厚さとし、
上下柱異径の鉄骨柱梁接合部における上部通しダイアフラムの板厚を、下柱の幅寸法と上柱の幅寸法に応じて、前記表の該当する枡内に記載された板厚以上とする方法としても良い。 In each of the above design methods, as a table for selecting the plate thickness of the upper through diaphragm, one of the various width dimensions of the lower pillar or the various width dimensions of the upper pillar is defined in each row of the table composed of rows and columns. In each column, specify the other width dimension of the lower column or the other width dimension of the upper column, and appropriate for the width dimension of the corresponding lower column and upper column in the cage where each row and column intersect. Describe the plate thickness of the upper through diaphragm,
The value of the plate thickness described in this cage is a thickness that satisfies each conditional expression of any of the above plate thickness design methods,
The plate thickness of the upper through-diaphragm at the steel column beam joint of different diameters of the upper and lower columns is made to be equal to or greater than the plate thickness described in the corresponding cage of the table according to the width dimension of the lower column and the width dimension of the upper column. It is good as a method.

この設計方法によると、下柱と上柱の幅寸法の組み合わせ毎に、適切となる上部通しダイアフラムの板厚を定めた表を用い、この表に定められた板厚以上として板厚を設計するため、個々の建物毎や個々の柱毎に、板厚設計のための複雑な耐力計算を行うことなく、適切な板厚を簡単に設計することができる。また、上記の表には、この発明の予測方法による信頼性の高い板厚の値が定められているため、信頼性の高い板厚設計が行える。 According to this design method, for each combination of the width dimension of the lower column and the upper column, a table that defines the plate thickness of the appropriate upper through diaphragm is used, and the plate thickness is designed to be equal to or greater than the plate thickness specified in this table. For this reason, it is possible to easily design an appropriate plate thickness for each building or each column without performing complicated proof stress calculation for the plate thickness design. In the above table, a highly reliable plate thickness value is determined by the prediction method of the present invention, so that a highly reliable plate thickness design can be performed.

この発明の上下柱異径の鉄骨柱梁接合部の耐力予測方法は、それぞれ角形鋼管柱からなる下柱および上柱を有し、上柱が下柱よりも小径であり、下柱の上端開口を閉じて周囲に張り出し前記下柱に全周溶接された下部通しダイアフラムと、前記下柱と略同径の角形直筒状に形成され前記下部通しダイアフラムの上面に下端が全周溶接されて立ち上がる接合部パネルと、この接合部パネルの上端開口を閉じて周囲に張り出し前記接合部パネルに全周溶接されて上面に前記上柱の下端が全周溶接された上部通しダイアフラムと、前記下部通しダイアフラムおよび上部通しダイアフラムの端面に上下フランジが接合される鉄骨梁とを備えた上下柱異径の鉄骨柱梁接合部において、前記上部通しダイアフラムの耐力を予測する方法であって、前記上柱に軸力Ｎが作用する場合の、前記上部通しダイアフラムの前記上柱が接合された部位である接合部の面外曲げによる降伏曲げ耐力 fＭy を、降伏線理論を用い、前記上柱の軸力Ｎを反映させて求めるため、ダイアフラム形式でかつ直筒状の接合部パネルを用いた上下柱異径の鉄骨柱梁接合部につき、上部通しダイアフラムの接合部の耐力を精度良く容易に予測することができる。 The method for predicting the proof stress of steel column beam joints with different diameters of the upper and lower columns of the present invention has a lower column and an upper column each made of a square steel pipe column, the upper column is smaller in diameter than the lower column, and the upper end opening of the lower column A lower through-diaphragm that is extended to the periphery and is welded to the lower column, and a joint that is formed into a rectangular cylinder having the same diameter as the lower column and is welded to the upper surface of the lower through-diaphragm and welded to the upper end of the lower through-diaphragm And a lower through diaphragm, wherein the upper end opening of the joint panel is closed around the upper end of the joint panel and is welded all around to the joint panel and the lower end of the upper column is welded to the entire top surface. A method for predicting the proof strength of the upper through diaphragm in a steel column beam joint of different diameters of the upper and lower columns, comprising a steel beam to which an upper and lower flange is joined to an end face of the upper through diaphragm. When the axial force N is applied, the yield bending resistance fMy by the out-of-plane bending of the joint portion, which is the portion where the upper column of the upper through diaphragm is joined, is determined by using the yield line theory. Therefore, it is possible to accurately and easily predict the proof strength of the joint portion of the upper through-diaphragm with respect to the steel column beam joint portion having different diameters of the upper and lower columns using a diaphragm-shaped and straight tubular joint panel. .

この発明の実施形態に係る耐力予測方法および参考提案例に係る板厚設計方法の対象となる上下柱異径の鉄骨柱梁接合部のうち、心合わせ形式とした接合部の斜視図である。It is a perspective view of the joint part made into the centering type among the steel column beam joint part of the upper and lower column different diameter used as the object of the thickness prediction method which concerns on the yield strength prediction method which concerns on embodiment of this invention, and a reference proposal example . 同接合部の正面図および下面図である。It is the front view and bottom view of the junction part. この発明の実施形態に係る耐力予測方法および参考提案例に係る板厚設計方法の対象となる上下柱異径の鉄骨柱梁接合部のうち、一方向偏心形式とした接合部の斜視図である。It is a perspective view of the joint part made into the one-way eccentricity type among the steel column beam joint part of the upper and lower columns different diameter used as the object of the plate thickness design method concerning the yield strength prediction method concerning this embodiment and a reference proposal example . . 同接合部の正面図および下面図である。It is the front view and bottom view of the junction part. この発明の実施形態に係る耐力予測方法および参考提案例に係る板厚設計方法の対象となる上下柱異径の鉄骨柱梁接合部のうち、二方向偏心形式とした接合部の斜視図である。It is a perspective view of the joint part made into the two-way eccentricity type among the steel column beam joint part of the upper and lower columns different diameter used as the object of the plate thickness design method concerning the yield strength prediction method concerning this embodiment and the reference proposal example . 同接合部の正面図および下面図である。It is the front view and bottom view of the junction part. 同心合わせ形式とした接合部のうち、柱軸力が小さい場合の面外曲げ降伏機構の説明図である。It is explanatory drawing of the out-of-plane bending yield mechanism in case a column axial force is small among the junction parts made into the concentric alignment form. 同心合わせ形式とした接合部のうち、柱軸力が大きい場合の面外曲げ降伏機構の説明図である。It is explanatory drawing of an out-of-plane bending yield mechanism in case a column axial force is large among the junction parts made into the concentric alignment form. 同心合わせ形式とした接合部におけるパンチングシャー降伏機構の説明図である。It is explanatory drawing of the punching shear yield mechanism in the junction part made into the concentric alignment form. 前記一方向偏心形式とした心合わせ形式とした接合部の面外曲げ降伏機構の説明図である。It is explanatory drawing of the out-of-plane bending yield mechanism of the junction part made into the centering type made into the said one-way eccentric type. 前記一方向偏心形式とした接合部におけるパンチングシャー降伏機構の説明図である。It is explanatory drawing of the punching shear yield mechanism in the junction part made into the said one way eccentric form. 前記二方向偏心形式とした心合わせ形式とした接合部の面外曲げ降伏機構の説明図である。It is explanatory drawing of the out-of-plane bending yield mechanism of the junction part made into the centering type made into the said bi-directional eccentric type. 前記二方向偏心形式とした接合部におけるパンチングシャー降伏機構の説明図である。It is explanatory drawing of the punching shear yield mechanism in the junction part made into the said bi-directional eccentric form. 前記二方向偏心形式とした心合わせ形式とした接合部の、４５度方向入力の場合の面外曲げ降伏機構の説明図である。It is explanatory drawing of the out-of-plane bending yield mechanism in the case of 45 degree direction input of the junction part made into the centering type made into the said 2 direction eccentric type. 前記二方向偏心形式とした心合わせ形式とした接合部の、４５度方向入力の場合のパンチングシャー降伏機構の説明図である。It is explanatory drawing of the punching shear yield mechanism in the case of a 45 degree direction input of the junction part made into the centering type made into the said 2 direction eccentric type. 同設計方法で用いる上部通しダイアフラムの板厚を選定要の表の説明図である。It is explanatory drawing of the table | surface of selection required for the plate | board thickness of the upper through-diaphragm used with the design method. 従来の上下柱異径の鉄骨柱梁接合部の斜視図および正面図である。It is the perspective view and front view of the conventional steel-column-beam connection part of an up-and-down column different diameter. 従来の他の上下柱異径の鉄骨柱梁接合部の正面図である。It is a front view of the conventional steel column-beam connection part of other upper and lower columns different diameter.

この発明の実施形態を図面と共に説明する。この実施形態における耐力予測および参考提案例に係る板厚設計の対象となる上下柱異径の鉄骨柱梁接合部の形式としては、図１，図２に示す心合わせ形式と、図３，図４に示す一方向偏心形式と、図５，６に示す二方向偏心形式とがある。 An embodiment of the present invention will be described with reference to the drawings. As the form of the steel column beam joint part of different diameters of the upper and lower columns, which are the object of the plate thickness design according to the proof stress prediction and the reference proposal example in this embodiment, the alignment form shown in FIGS. There are a one-way eccentric type shown in FIG. 4 and a two-way eccentric type shown in FIGS.

図１，図２と共に、心合わせ形式の鉄骨柱梁接合部の構成を説明する。この上下柱異径の鉄骨柱梁接合部は、それぞれ断面正方形の角形鋼管柱からなる下柱１および上柱２を有し、上柱２が下柱１よりも小径である。下部通しダイアフラム４は、下柱１の上端開口を閉じるように上端面上に配置されて周囲に張り出し、下柱２に全周溶接されている。接合部パネル３は、下柱１と略同径の角形直筒状であり、下部通しダイアフラム４の上面に配置されて立ち上がり、下端が下部通しダイアフラム４に全周溶接されている。接合部パネル３には、例えば下柱１と同じ断面形状でかつ同じ断面寸法の角形鋼管の切断体が用いられる。上部通しダイアフラム５は、接合部パネル３の上端開口を閉じるように上端面上に配置されて周囲に張り出し、接合部パネル３に全周溶接されている。上柱２は、下端が下部通しダイアフラム４に載せられて下端の全周が上部通しダイアフラム４に溶接されている。下部通しダイアフラム４および上部通しダイアフラム５は、いずれも正方形である。各ダイアフラム４，５と柱１，２，接合部パネル３との溶接部７は、いずれも裏当て金８を用いた完全溶込み溶接である。下柱１および上柱２は、例えばそれぞれ下階柱および上階柱となる。 The structure of the center-aligned steel beam-column joint will be described with reference to FIGS. Each of the steel column beam joints having different diameters of the upper and lower columns has a lower column 1 and an upper column 2 each made of a square steel pipe column having a square cross section, and the upper column 2 has a smaller diameter than the lower column 1. The lower through diaphragm 4 is disposed on the upper end surface so as to close the upper end opening of the lower column 1, projects to the periphery, and is welded to the lower column 2 all around. The joint panel 3 has a rectangular straight tube shape having substantially the same diameter as that of the lower column 1, is arranged on the upper surface of the lower through diaphragm 4 and rises, and the lower end is welded to the lower through diaphragm 4 all around. For the joint panel 3, for example, a cut body of a square steel pipe having the same cross-sectional shape as the lower column 1 and the same cross-sectional dimension is used. The upper through-diaphragm 5 is disposed on the upper end surface so as to close the upper end opening of the joint panel 3 and projects to the periphery, and is welded to the joint panel 3 all around. The upper column 2 has a lower end placed on the lower passage diaphragm 4 and is welded to the upper passage diaphragm 4 at the entire periphery of the lower end. The lower through diaphragm 4 and the upper through diaphragm 5 are both square. The welds 7 between the diaphragms 4 and 5, the columns 1 and 2, and the joint panel 3 are all full penetration welds using the backing metal 8. The lower pillar 1 and the upper pillar 2 are, for example, a lower floor pillar and an upper floor pillar, respectively.

鉄骨梁６はＨ形鋼からなり、その下側および上側のフランジ６ａ，６ｂが、下部通しダイアフラム４および上部通しダイアフラム５の端面に溶接されている。鉄骨梁６は、図示の例では柱の周囲の四方に延びて設けられているが、１〜３方向のいずれかのみに設けられていても良い。 The steel beam 6 is made of H-shaped steel, and the lower and upper flanges 6 a and 6 b are welded to the end surfaces of the lower through diaphragm 4 and the upper through diaphragm 5. In the illustrated example, the steel beam 6 extends in four directions around the column, but may be provided only in any one of the 1-3 directions.

図３，４の一方向偏心形式の上下柱異径の鉄骨柱梁接合部は、小径の上柱２を、下柱１に対して断面の１辺が揃うように偏心させ、その直交方向に対しては互いに柱心が一致するように配置したものである。鉄骨梁６は、上下の柱２，１が一致する柱面を除く３方に接合されている。鉄骨梁６は、１方または２方のみに接合しても、また４方に接合しても良い。その他の構成は、図１，２と共に前述した心合わせ形式の鉄骨柱梁接合部と同じである。 3 and 4, the steel column beam joint with different diameters of the upper and lower columns is eccentric so that one side of the cross-section is aligned with the lower column 1 in the orthogonal direction. On the other hand, they are arranged so that their cores coincide with each other. The steel beam 6 is joined in three directions excluding the column surface where the upper and lower columns 2 and 1 coincide. The steel beam 6 may be joined to only one or two sides, or may be joined to four sides. The other configuration is the same as that of the center-to-center steel beam-column joint described above with reference to FIGS.

図５，６の二方向偏心形式の上下柱異径の鉄骨柱梁接合部は、小径の上柱２を、下柱１に対して隣合う２辺が揃うように、すなわち一つの角部が一致するように偏心させて配置したものである。鉄骨梁６は、前記一つの角部に対して対角線方向に対向する角部の両側に隣合う２辺に接合されている。鉄骨梁６は、１方のみに接合しても、また３方または４方に接合しても良い。その他の構成は、図１，２と共に前述した心合わせ形式の鉄骨柱梁接合部と同じである。 5 and 6, the steel column beam joint portion having different diameters of the upper and lower columns of the two-way eccentric type is arranged so that the two sides adjacent to the lower column 1 are aligned with the lower column 1, that is, one corner is formed. They are arranged eccentrically so as to match. The steel beam 6 is joined to two sides adjacent to both sides of the diagonally opposite corner with respect to the one corner. The steel beam 6 may be bonded to only one side, or may be bonded to three or four sides. The other configuration is the same as that of the center-to-center steel beam-column joint described above with reference to FIGS.

上記の上下柱異径の鉄骨柱梁接合部を対象とする耐力予測方法および設計方法を説明する。
まず、上部通しダイアフラムの上柱２の面外曲げによる降伏曲げ耐力 fＭy の予測方法の概略を説明する。ここでの説明では、予測対象となる鉄骨柱梁接合部は、上記の心合わせ形式、一方向偏心形式、および二方向偏心形式のいずれであっても良い。 A yield strength prediction method and a design method for the steel column beam joint having different diameters in the upper and lower columns will be described.
First, an outline of a method for predicting the yield bending strength fMy by the out-of-plane bending of the upper column 2 of the upper through diaphragm will be described. In the description here, the steel beam-column joint to be predicted may be any of the above-described centering type, one-way eccentric type, and two-way eccentric type.

この耐力予測方法は、上柱２に軸力Ｎが作用する場合の、上部通しダイアフラム５の面外曲げによる降伏曲げ耐力 fＭy を、降伏線理論を用い、上柱の軸力Ｎを反映させて求める。なお、以下の説明において、単に「ダイアフラム」とあるのは、「上部通しダイアフラム５」を意味する。
この面外曲げ降伏曲げ耐力 fＭy は、次式（１）によって求める。 This yield strength prediction method reflects the yield strength bMy by the out-of-plane bending of the upper through diaphragm 5 when the axial force N acts on the upper column 2 by using the yield line theory to reflect the axial force N of the upper column. Ask. In the following description, simply “diaphragm” means “upper through diaphragm 5”.
This out-of-plane bending yield bending yield strength fMy is obtained by the following equation (1).

上記の式（１）によって面外曲げ降伏曲げ耐力 fＭy が求まる理由を説明する。
上部通しダイアフラム５に形成される降伏線の、単位長さ当たりの降伏曲げモーメント LｄＭy を次式で与える。 The reason why the out-of-plane bending yield bending strength fMy is obtained by the above equation (1) will be described.
The yield bending moment LdMy per unit length of the yield line formed in the upper through diaphragm 5 is given by the following equation.

ここで、ｔd ：上部通しダイアフラムの板厚
σy ：上部通しダイアフラムの降伏応力度
である。 Where td: plate thickness of the upper through diaphragm
σy: Yield stress level of the upper through diaphragm.

各降伏線の長さをＬi 、回転角をθi 、角単位長さ当たりの降伏曲げモーメントを LＭy とすると、降伏線における内部仕事 LＥi は、次式で与えられる。
LＥi ＝Ｌi ・ LＭy ・θi
上柱１の降伏応力度を Cσy 、軸降伏領域における歪みをεi 、体積をＶi とすると、軸降伏領域における内部仕事Ｅviは、次式で与えられる。
Ｅvi＝ Cσy ・εi ・Ｖi
内部仕事Ｅは、降伏線における内部仕事 LＥi と軸降伏領域における内部仕事Ｅviの和で与えられる。
Ｅ＝Σ LＥi ＋ΣＥvi
LＥi ＝Ｌi ・ LＭy ・θi

If the length of each yield line is Li, the rotation angle is θi, and the yield bending moment per unit length of the angle is LMy, the internal work LEi on the yield line is given by the following equation.
LEi = Li, LMy, θi
Assuming that the yield stress degree of the upper column 1 is Cσy, the strain in the axial yield region is εi, and the volume is Vi, the internal work Evi in the axial yield region is given by the following equation.
Evi = Cσy · εi · Vi
The internal work E is given by the sum of the internal work LEi in the yield line and the internal work Evi in the axial yield region.
E = Σ LEi + Σ Evi
LEi = Li, LMy, θi

面外曲げによる降伏曲げ耐力を fＭy 、柱軸力をＮ、接合部の回転角をθ、軸方向変位をδとすると、外力による仕事Ｗは次式で与えられる。
Ｗ＝ fＭy ・θ＋Ｎ・δ
内部仕事Ｅと外力による仕事Ｗを等しいと置くと、降伏曲げ耐力 fＭy と柱軸力Ｎの関係は、次式、つまり前述の式（１）で与えられる。 If the yield bending yield strength by out-of-plane bending is fMy, the column axial force is N, the rotational angle of the joint is θ, and the axial displacement is δ, the work W due to the external force is given by the following equation.
W = fMy · θ + N · δ
Assuming that the internal work E and the external work W are equal, the relationship between the yield bending resistance fMy and the column axial force N is given by the following expression, that is, the above-described expression (1).

接合部の最大耐力につき説明する。
上部通しダイアフラム５に形成される降伏線の単位長さ当たりの全塑性曲げモーメント LｄＭｐを次式で与え、降伏耐力と同様の計算により、接合部の最大耐力を算出する。 The maximum strength of the joint will be described.
The total plastic bending moment LdMp per unit length of the yield line formed in the upper through diaphragm 5 is given by the following equation, and the maximum yield strength of the joint is calculated by the same calculation as the yield strength.

この耐力予測方法によると、上記のように、上部通しダイアフラム５の面外曲げによる降伏曲げ耐力 fＭy を、降伏線理論を用い、上柱２の軸力Ｎを反映させて求めるため、降伏曲げ耐力 fＭy を精度高く予測することができる。しかも、その他の解析方法を用いる場合に比べて手間をかけずに容易に予測することができる。 According to this yield strength prediction method, as described above, the yield bending strength fMy due to the out-of-plane bending of the upper through diaphragm 5 is obtained by reflecting the axial force N of the upper column 2 using the yield line theory. fMy can be predicted with high accuracy. In addition, the prediction can be easily performed with less effort compared to the case of using other analysis methods.

次に、板厚の設計方法、およびこの設計方法で用いる耐力予測方法を説明する。なお、これらの方法の適用範囲は、鉄骨造の建築物、または鉄骨造と鉄筋コンクリート造，その他の構造とを併用する建築物の鉄骨造の接合部に適用する。建築物の規模に制限はない。 Next, a plate thickness design method and a yield strength prediction method used in this design method will be described. Note that the scope of application of these methods applies to steel-framed buildings, or steel-frame joints of buildings that use steel-framed structures, reinforced concrete structures, and other structures in combination. There is no limit to the scale of the building.

上部通しダイアフラム５の接合部の設計方法を説明する。
上部通しダイアフラム５の必要板厚の算定においては、降伏耐力と最大耐力の２種類の耐力評価および接合部剛性の評価を行い、検討する。耐力に関しては、降伏線理論に基づいて、この実施形態で独自に導いた耐力式を用いてダイアフラム接合部の耐力を算定する。降伏耐力については上柱２の降伏曲げ耐力Ｍy 以上、最大耐力については上柱の全塑性曲げ耐力Ｍp の１．３倍以上となることを条件に、上部通しダイアフラム５の必要板厚を設定する。ただし、上柱の軸力比が０．７以下であることを条件とする。剛性に関しては、上部通しダイアフラム５の接合部の回転剛性が上柱２の剛度の２５倍以上となることを条件に上部通しダイアフラム５の必要板厚を設定する。
なお、上記の適用条件とする、最大耐力が上柱の全塑性曲げ耐力Ｍp の１．３倍以上、上柱の軸力比が０．７以下、上部通しダイアフラム５の接合部の回転剛性が上柱２の剛度の２５倍以上と言う各条件は、試験結果などに応じて任意に設定する。 A method for designing the joint portion of the upper through diaphragm 5 will be described.
In calculating the required plate thickness of the upper through diaphragm 5, two types of yield strength evaluation, yield strength and maximum strength, and joint stiffness are evaluated and examined. With respect to the yield strength, the yield strength of the diaphragm joint is calculated based on the yield line theory using the strength formula uniquely derived in this embodiment. The required plate thickness of the upper through diaphragm 5 is set on condition that the yield strength is at least the yield bending strength My of the upper column 2 and the maximum strength is 1.3 times the total plastic bending strength Mp of the upper column. . However, it is a condition that the axial force ratio of the upper column is 0.7 or less. Regarding the rigidity, the necessary plate thickness of the upper through diaphragm 5 is set on condition that the rotational rigidity of the joint portion of the upper through diaphragm 5 is 25 times or more the rigidity of the upper column 2.
In addition, the maximum proof stress is 1.3 times or more of the total plastic bending proof strength Mp of the upper column, the axial force ratio of the upper column is 0.7 or less, and the rotational rigidity of the joint portion of the upper through diaphragm 5 is the above-mentioned application condition. Each condition of 25 times or more of the stiffness of the upper column 2 is arbitrarily set according to the test result.

上部通しダイアフラム５の板厚は、以下の条件式を満足するように設定する。ただし、上柱２に作用する軸力は上柱の軸力比が０．７以下であることを条件とする。
ｔd ≧ max（ strｔd ， rigｔd ，ｔcu，ｔcl） …（1.1）
ｔp ≧ｔd …（1.2）
ここで、ｔd ：上部通しダイアフラムの必要板厚
strｔd ：耐力評価式を満足する上部通しダイアフラム板厚
rigｔd ：剛性評価式を満足する上部通しダイアフラム板厚
ｔcu：上柱板厚
ｔcl：下柱板厚
ｔp：接合部パネルの板厚 The plate thickness of the upper through diaphragm 5 is set so as to satisfy the following conditional expression. However, the axial force acting on the upper column 2 is on condition that the axial force ratio of the upper column is 0.7 or less.
td ≧ max (strtd, rigtd, tcu, tcl) (1.1)
tp ≧ td (1.2)
Where td is the required plate thickness of the top through diaphragm
strtd: Upper through-diaphragm plate thickness satisfying the proof stress evaluation formula
rigtd: Upper through-diaphragm plate thickness that satisfies the rigidity evaluation formula
tcu: Upper column thickness tcl: Lower column thickness
tp: thickness of the junction panel

耐力評価式を満足する上部通しダイアフラム板厚 strｔd は、以下の条件式を満足するように設定する。
jＭy ≧（１−ｎ） cＭy （ｎ≦０．７） …（1.3）
jＭu ≧１．３・ν・ cＭp （ｎ≦０．７） …（1.4） The upper through diaphragm diaphragm thickness strtd that satisfies the proof stress evaluation formula is set so as to satisfy the following conditional formula.
jMy ≧ (1-n) cMy (n ≦ 0.7) (1.3)
jMu ≧ 1.3 ・ ν ・ cMp (n ≦ 0.7) (1.4)

ここで、 jＭy ：上部通しダイアフラムの降伏曲げ耐力
jＭu ：上部通しダイアフラムの最大曲げ耐力
cＭy ：上柱の降伏曲げ耐力
cＭp ：上柱の全塑性曲げ耐力
ｎ : 柱軸力比
Ｎ：上柱に作用する軸力
Ｎy ：上柱の降伏軸力
cＡu ：上柱の断面積
cＦy ：上柱の基準強度
ν ：上柱の軸力による全塑性曲げモーメントの低下率
ｎ≦０．５の場合 ν＝１−４ｎ²／３ …（1.6）
０．５＜ｎ≦０．７の場合 ν＝４（１−ｎ）／３ …（1.7） Where jMy: Yield bending strength of top through diaphragm
jMu: Maximum bending strength of top through diaphragm
cMy: Yield bending strength of the upper column
cMp: Total plastic bending strength of upper column
n: Column axial force ratio
N: Axial force acting on the upper column
Ny: Yield axial force of the upper column
cAu: Cross section of upper column
cFy: Standard strength of upper pillar
ν: Reduction rate of the total plastic bending moment due to the axial force of the upper column
For ^{n ≦ 0.5 ν = 1-4n 2/} 3 ... (1.6)
When 0.5 <n ≦ 0.7 ν = 4 (1-n) / 3 (1.7)

上部通しダイアフラムの降伏曲げ耐力_jM_yは次式による。

…（1.8）
ここで、_fM_y : 上部通しダイアフラム接合部の面外曲げ降伏耐力
_pM_y : 上部通しダイアフラム接合部のパンチングシャー降伏耐力
The yield bend strength _j M _y of the upper through diaphragm from the following formula.

... (1.8)
Where, _f M _y : Out-of-plane bending yield strength of top through diaphragm joint
_p M _y : Yield strength of punching shear at the upper diaphragm joint

上部通しダイアフラム接合部の最大曲げ耐力_jM_uは次式による。

…（1.9）
ここで、 _fM_u : 上部通しダイアフラム接合部の面外曲げ最大耐力
_pM_u : 上部通しダイアフラム接合部のパンチングシャー最大耐力 The maximum bending strength _j M _u of the upper through-diaphragm joint is as follows.

... (1.9)
Where _f M _u : Maximum out-of-plane bending strength of the top through diaphragm joint
_p M _u : Maximum punching shear strength of top through diaphragm joint

上部通しダイアフラム板厚 _rigｔ_d は、以下の剛性評価式で示される条件式を満足するように設定する。 Upper part through the diaphragm thickness _rig t _d is set so as to satisfy the condition represented by the following rigid formulas.

上部通しダイアフラム５の降伏曲げ耐力_jM_yおよび最大曲げ耐力_jM_uは、降伏線理論に基づいて算定されている。算定方法の詳細については以降の節に示す。 Bending yield strength _j M _y and maximum bending strength _j M _u of the upper through the diaphragm 5 is calculated based on the yield line theory. Details of the calculation method are shown in the following sections.

（心合わせ接合部の耐力）
（心合わせ接合部の面外曲げ降伏耐力）
図７および図８に、心合わせ接合部の面外曲げ降伏機構を示す。図の太線は降伏線で、d はB, B’点における仮想変位である。上柱に、軸力と基端での曲げ力が作用した場合の圧縮軸降伏領域(1)と引張軸降伏領域(2)を設定し、それぞれ黒塗りとハッチングで示している。x とy は降伏線の位置を定義する寸法で、内部仕事を最小とする条件で値が決まる。図７の降伏機構Ｉは、柱軸力が小さく中立軸y（上柱の軸心からyの位置）が上柱の内側に位置する場合のものである。柱軸力が大きくなるに従って中立軸yが移動し、図８の降伏機構IIに示すように、中立軸yが上柱の外側に位置する降伏機構に移行する。
なお、図において、点Ａ，Ａ′，Ｃ，Ｃ′，Ｅ，Ｅ′は、平面視で下柱１の内周面上の位置であり、図７では、点Ａ，Ａ′，Ｅ，Ｅ′は角部に位置している。点Ｂ，Ｂ′，Ｄ，Ｄ′は、上柱２の外周面上の位置である。 (Strength of centering joint)
(Out-of-plane bending yield strength of centering joint)
7 and 8 show the out-of-plane bending yield mechanism of the centering joint. The bold line in the figure is the yield line, and d is the virtual displacement at points B and B '. A compression shaft yield region (1) and a tensile shaft yield region (2) when an axial force and a bending force at the base end are applied to the upper column are set in black and hatched, respectively. x and y are the dimensions that define the position of the yield line, and are determined by the conditions that minimize internal work. The yield mechanism I in FIG. 7 is for the case where the column axial force is small and the neutral axis y (position y from the axis of the upper column) is located inside the upper column. As the column axial force increases, the neutral axis y moves and shifts to the yield mechanism in which the neutral axis y is located outside the upper column as shown in the yield mechanism II of FIG.
In the figure, points A, A ′, C, C ′, E, and E ′ are positions on the inner peripheral surface of the lower pillar 1 in plan view, and in FIG. 7, the points A, A ′, E, and E ′ is located at the corner. Points B, B ′, D, and D ′ are positions on the outer peripheral surface of the upper column 2.

降伏機構Ｉを図８に示す。各降伏線の回転角を以下の式で与える。 The yield mechanism I is shown in FIG. The rotation angle of each yield line is given by the following formula.

各降伏線における内部仕事は以下の式で与えられる。ここで、ダイアフラムと接合部パネルの交線に位置する降伏線（AC, A’C’, CE, C’E’, AA’, EE’）については、_LdM_yと_LpM_yのいずれか小さい方を用いる。

…(2.14)

…(2.15)

…(2.16)

…(2.17)

…(2.18)

…(2.19)

…(2.20)

…(2.21)

…(2.22)

…(2.23) The internal work at each yield line is given by Here, the yield line located on the intersection line of the diaphragm and the joint panel (AC, A'C ', CE, C'E', AA ', EE') for either _Ld M _y and _Lp M _y Use the smaller one.

… (2.14)

… (2.15)

… (2.16)

… (2.17)

… (2.18)

… (2.19)

… (2.20)

… (2.21)

… (2.22)

… (2.23)

面外曲げによる降伏曲げ耐力を_fM_y、柱軸力をNとすると、外力による仕事Wは次式で与えられる。

…(2.34)
全ての降伏線と軸降伏領域における内部仕事の和をEとする。内部仕事Eと外力による仕事Wを等しいと置くと、面外曲げ降伏耐力_fM_yと柱軸力Nの関係は次式で与えられる。 If the yield bending yield strength by out-of-plane bending is _f M _y and the column axial force is N, the work W due to the external force is given by the following equation.

… (2.34)
Let E be the sum of internal work in all yield lines and axial yield regions. Placing equal work W by the internal work E and the external force, the relationship of plane bending yield strength _f M _y and the bar axis force N is given by the following equation.

降伏線の位置を定義する寸法xとyは_fM_yを最小にする条件より求める。 The dimensions x and y that define the position of the yield line are obtained from the condition that minimizes _f M _y .

降伏機構II（柱軸力が大きく、中立軸が上柱の外側にある場合）
降伏機構IIを図８に示す。各降伏線の回転角を以下の式で与える。

Yield mechanism II (when the column axial force is large and the neutral axis is outside the upper column)
Yield mechanism II is shown in FIG. The rotation angle of each yield line is given by the following formula.

各降伏線における内部仕事は以下の式で与えられる。

…(2.42)

…(2.43)

…(2.44)

…(2.45)

…(2.46)

…(2.47) The internal work at each yield line is given by

… (2.42)

… (2.43)

… (2.44)

… (2.45)

… (2.46)

… (2.47)

面外曲げによる降伏曲げ耐力を_fM_y、柱軸力をNとすると、外力による仕事Wは次式で与えられる。

…(2.54)
全ての降伏線と軸降伏領域における内部仕事の和をEとする。内部仕事Eと外力による仕事Wを等しいと置くと、面外曲げ降伏耐力_fM_yと柱軸力Nの関係は次式で与えられる。 If the yield bending yield strength by out-of-plane bending is _f M _y and the column axial force is N, the work W due to the external force is given by the following equation.

… (2.54)
Let E be the sum of internal work in all yield lines and axial yield regions. Placing equal work W by the internal work E and the external force, the relationship of plane bending yield strength _f M _y and the bar axis force N is given by the following equation.

（心合わせ接合部の面外曲げ最大耐力）
面外曲げ最大耐力は前節と同様の計算で求める。ただし、以下の点が異なる。
ダイアフラムに形成される降伏線の単位長さ当たりの降伏曲げモーメント_LdM_yの代わりに、全塑性モーメント_LdM_pを用いる。 (Maximum yield strength for out-of-plane bending of centering joints)
The maximum out-of-plane bending strength is obtained by the same calculation as in the previous section. However, the following points are different.
Instead of yield bend moment _Ld M _y per unit length of the yield line formed on the diaphragm, using the full plastic moment _Ld M _p.

軸降伏領域(1)および(2)における内部仕事を求めるに当たっては、上柱の降伏応力度_ｃ σ _ｙの代わりに引張強さ_c σ _uを用いる。

…(2.58)

…(2.59)
ここで _c σ _u : 上柱の引張強さ In obtaining the internal work in the axial yield regions (1) and (2), the tensile strength _c σ _u is used instead of the yield stress level _c σ _y of the upper column.

… (2.58)

… (2.59)
Where _c σ _u : Tensile strength of upper column

（心合わせ接合部のパンチングシャー降伏耐力）
図９に心合わせ接合部のパンチングシャー降伏機構を示す。図の太線がパンチングシャー降伏線である。
パンチングシャー降伏線を、板厚t_d’の矩形鋼管に置換する。t_d’は次式で与える。

…(2.60)
t_d : ダイアフラムの厚さ (Punching shear yield strength of centering joint)
FIG. 9 shows the punching shear yielding mechanism of the centering joint. The bold line in the figure is the punching shear yield line.
The punching shear yield line is replaced with a rectangular steel pipe with a thickness t _d '. t _d 'is given by the following equation.

… (2.60)
t _d : Diaphragm thickness

…(2.64)
_ds_y : ダイアフラムの降伏応力度

… (2.64)
_d s _y : Yield stress of diaphragm

（心合わせ接合部のパンチングシャー最大耐力）
パンチングシャー最大耐力は前節と同様の計算で求める。縁応力が引張強さとなる条件より、パンチングシャー最大耐力_pM_uと柱軸力Nの関係は次式で与えられる。 (Maximum punching shear strength of centering joint)
The maximum punching shear strength is obtained by the same calculation as in the previous section. Based on the condition that the edge stress becomes the tensile strength, the relationship between the punching shear maximum proof stress _p _Mu and the column axial force N is given by the following equation.

（一方向偏心接合部の耐力）
（一方向偏心接合部の面外曲げ降伏耐力）
図１０に一方向偏心接合部の面外曲げ降伏機構を示す。dはB, B’点における仮想変位である。上柱に圧縮軸降伏領域(1)と引張軸降伏領域(2)を設定し、それぞれ黒塗りとハッチングで示している。xとyは降伏線の位置を定義する寸法で、内部仕事を最小とする条件で値が決まる。一方向偏心接合部は作用する曲げモーメントの向きによって耐力が異なるが、ここでは接合部にとって最も不利となる荷重条件について示す。 (Strength of unidirectional eccentric joint)
(Out-of-plane bending yield strength of unidirectional eccentric joints)
FIG. 10 shows an out-of-plane bending yield mechanism for a unidirectional eccentric joint. d is the virtual displacement at points B and B '. A compression shaft yield region (1) and a tensile shaft yield region (2) are set in the upper column, and are shown in black and hatched, respectively. x and y are the dimensions that define the position of the yield line, and the values are determined by the conditions that minimize the internal work. Although the proof strength of the unidirectional eccentric joint varies depending on the direction of the acting bending moment, a load condition that is most disadvantageous for the joint will be described here.

各降伏線における内部仕事は以下の式で与えられる。ここで、ダイアフラムと接合部パネルの交線に位置する降伏線（AC, A’C’, AA’）については、_LdM_yと_LpM_yのいずれか小さい方を用いる。

…(3.11)

…(3.12)

…(3.13)

…(3.14)

…(3.15)

…(3.16) The internal work at each yield line is given by Here, the yield line located on the intersection line of the diaphragm and the joint panel (AC, A'C ', AA' ) for, using whichever _Ld M _y and _Lp M _y small.

… (3.11)

… (3.12)

… (3.13)

… (3.14)

… (3.15)

… (3.16)

軸降伏領域(1)における内部仕事E_V1は次式で与えられる。

…(3.20)
_cs_y : 上柱の降伏応力度
軸降伏領域(2)の歪e₂は次式で与えられる。 The internal work E _V1 in the axial yield region (1) is given by

… (3.20)
_c s _y : Yield stress level of the upper column The strain e ₂ of the axial yield region (2) is given by the following equation.

軸降伏領域(1)の体積V₂は次式で与えられる。

…(3.22)
軸降伏領域(2)における内部仕事E_V2は次式で与えられる。

…(3.23)
接合部の回転角qは次式で与えられる。

…(3.24)
接合部の軸方向の仮想変位d₃は次式で与えられる。 The volume V ₂ of the axial yield region (1) is given by

… (3.22)
The internal work E _V2 in the axial yield region (2) is given by

… (3.23)
The rotation angle q of the joint is given by the following equation.

… (3.24)
Virtual displacement d ₃ in the axial direction of the joint is given by the following equation.

面外曲げによる降伏曲げ耐力を_fM_y、柱軸力をNとすると、外力による仕事Wは次式で与えられる。

…(3.26)
全ての降伏線と軸降伏領域における内部仕事の和をEとする。内部仕事Eと外力による仕事Wを等しいと置くと、面外曲げ降伏耐力_fM_yと柱軸力Nの関係は次式で与えられる。 If the yield bending yield strength by out-of-plane bending is _f M _y and the column axial force is N, the work W due to the external force is given by the following equation.

… (3.26)
Let E be the sum of internal work in all yield lines and axial yield regions. Placing equal work W by the internal work E and the external force, the relationship of plane bending yield strength _f M _y and the bar axis force N is given by the following equation.

（一方向偏心接合部の面外曲げ最大耐力）
面外曲げ最大耐力は前節と同様の計算で求める。ただし、以下の点が異なる。
ダイアフラムに形成される降伏線の単位長さ当たりの降伏曲げモーメント_LdM_yの代わりに、全塑性モーメント_LdM_pを用いる。 (Maximum out-of-plane bending strength of unidirectional eccentric joints)
The maximum out-of-plane bending strength is obtained by the same calculation as in the previous section. However, the following points are different.
Instead of yield bend moment _Ld M _y per unit length of the yield line formed on the diaphragm, using the full plastic moment _Ld M _p.

接合部パネルの上部に形成される降伏線の単位長さ当たりの降伏曲げモーメント_LpM_yの代わりに、全塑性モーメント_LpM_pを用いる。 Instead of yield bend moment _Lp M _y per unit length of the yield line is formed on top of the joint panel, using the full plastic moment _Lp M _p.

軸降伏領域(1)および(2)における内部仕事を求めるに当たっては、上柱の降伏応力度_cs_yの代わりに引張強さ_cs_uを用いる。

…(3.30)

…(3.31)
_cs_u : 上柱の引張強さ In obtaining the internal work in the axial yield regions (1) and (2), the tensile strength _c s _u is used instead of the yield stress level _c s _y of the upper column.

… (3.30)

… (3.31)
_c s _u : Upper column tensile strength

（一方向偏心接合部のパンチングシャー降伏耐力）
図１１に一方向偏心接合部のパンチングシャー降伏機構を示す。ダイアフラムにパンチングシャー降伏線を仮定する（B-A-C-D間）。B-D間は上柱が降伏すると仮定する。

パンチングシャー降伏線を板厚t_d’の鋼板に置換する。t_d’は次式で与える。

…(3.32)
t_d : ダイアフラムの厚さ
上柱の中心から置換断面の中立軸までの距離をy₀と置くと、置換断面の断面二次モーメントI₀は次式で与えられる。 (Punching shear yield strength of unidirectional eccentric joints)
FIG. 11 shows a punching shear yield mechanism for a unidirectional eccentric joint. A punching shear yield line is assumed for the diaphragm (between BACD). Assume that the upper pillar yields during BD.

Replace the punching shear yield line with a steel sheet of thickness t _d '. t _d 'is given by the following equation.

… (3.32)
t _d : Diaphragm thickness If the distance from the center of the upper column to the neutral axis of the replacement cross section is y ₀ , the cross section secondary moment I ₀ of the replacement cross section is given by the following equation.

中立軸から圧縮側縁までの距離y_cは、

…(3.34)
中立軸から引張側縁までの距離y_tは、

…(3.35)
圧縮側断面係数Z_cは、

…(3.36)
引張側断面係数Z_tは、

…(3.37)
置換断面の断面積A₀は、

…(3.38)
圧縮側縁応力が降伏応力度となる条件より、二方向偏心接合部のパンチングシャーによる降伏曲げモーメント_pM_ycと柱軸力Nの関係は次式で与えられる。 The distance y _c from the neutral axis to the compression side edge is

… (3.34)
The distance y _t from the neutral axis to the tension side edge is

… (3.35)
The compression-side section modulus Z _c is

… (3.36)
The tensile section modulus Z _t is

… (3.37)
The cross sectional area A ₀ of the replacement cross section is

… (3.38)
From the condition that the compression side edge stress is the yield stress level, the relationship between the yield bending moment _p _Myc and the column axial force N due to the punching shear at the bi-directional eccentric joint is given by the following equation.

引張側縁応力が降伏応力度となる条件より、一方向偏心接合部のパンチングシャーによる降伏曲げモーメント_pM_ytと柱軸力Nの関係は次式で与えられる。 From conditions tension side edge stress is the yield stress of the relationship between the bending yield by punching shear unidirectional eccentric joint moment _p M _yt and the bar axis force N is given by the following equation.

一方向偏心接合部のパンチングシャー降伏曲げ耐力_pM_yは次式で与える。

…(3.41) Strength _p M _y Bending Punching shear yielding of unidirectional eccentric joints gives the following equation.

… (3.41)

（一方向偏心接合部のパンチングシャー最大耐力）
一方向偏心接合部のパンチングシャー最大曲げ耐力_pM_uは次式で与える。

…(3.42) (Maximum punching shear strength of unidirectional eccentric joint)
The maximum bending strength _p M _u of the punching shear at the unidirectional eccentric joint is given by the following equation.

… (3.42)

（二方向偏心接合部の耐力）
（二方向偏心接合部の面外曲げ降伏耐力）
図１２に二方向偏心接合部の面外曲げ降伏機構を示す。図の太線は降伏線で、dはB, B’点における仮想変位である。上柱に圧縮軸降伏領域(1)と(2)、引張軸降伏領域(3)を設定し、それぞれ黒塗りとハッチングで示している。x, y, zは降伏線の位置を定義する寸法で、内部仕事を最小とする条件で決まる。二方向偏心接合部は作用する曲げモーメントの向きによって耐力が異なるが、ここでは接合部にとって最も不利となる荷重条件について示す。 (Yield strength of bi-directional eccentric joint)
(Out-of-plane bending yield strength of bi-directional eccentric joints)
FIG. 12 shows the out-of-plane bending yield mechanism of the two-way eccentric joint. The bold line in the figure is the yield line, and d is the virtual displacement at points B and B '. Compressive-axis yield regions (1) and (2) and tensile-axis yield region (3) are set in the upper column, and are shown in black and hatched, respectively. x, y, and z are dimensions that define the position of the yield line, and are determined by conditions that minimize internal work. Although the proof stress differs depending on the direction of the acting bending moment, the load condition that is most disadvantageous for the joint is shown here.

各降伏線における内部仕事は以下の式で与えられる。ここで、ダイアフラムと接合部パネルの交線に位置する降伏線（AC, A’C’, AA’）については、_LdM_yと_LpM_yのいずれか小さい方を用いる。

…(4.14)

…(4.15)

…(4.16)

…(4.17)

…(4.18)

…(4.19)

…(4.20)

…(4.21)

…(4.22) The internal work at each yield line is given by Here, the yield line located on the intersection line of the diaphragm and the joint panel (AC, A'C ', AA' ) for, using whichever _Ld M _y and _Lp M _y small.

… (4.14)

… (4.15)

… (4.16)

… (4.17)

… (4.18)

… (4.19)

… (4.20)

… (4.21)

… (4.22)

軸降伏領域(2)の歪e₂は次式で与えられる。

…(4.27)
軸降伏領域(2)の体積V₂は次式で与えられる。 The strain e ₂ of the axial yield region (2) is given by

… (4.27)
The volume V ₂ of the axial yield region (2) is given by

軸降伏領域(2)における内部仕事E_V2は次式で与えられる。

…(4.29)
軸降伏領域(3)の歪e₃は次式で与えられる。 The internal work E _V2 in the axial yield region (2) is given by

… (4.29)
The strain e ₃ of the axial yield region (3) is given by the following equation.

軸降伏領域(3)の体積V₃は次式で与えられる。

…(4.31)
軸降伏領域(3)における内部仕事E_V3は次式で与えられる。

…(4.32)
接合部の回転角qは次式で与えられる。

…(4.33)
面外曲げによる降伏曲げ耐力を_fM_y、作用軸力をNとすると、外力による仕事Wは次式で与えられる。

…(4.34)
全ての降伏線と軸降伏領域における内部仕事の和をEとする。内部仕事Eと外力による仕事Wを等しいと置くと、接合部の面外曲げ降伏耐力_fM_yと柱軸力Nの関係は次式で与えられる。 The volume V ₃ of the axial yield region (3) is given by

… (4.31)
The internal work E _V3 in the axial yield region (3) is given by

… (4.32)
The rotation angle q of the joint is given by the following equation.

… (4.33)
When the yield bending yield strength by out-of-plane bending is _f M _y and the acting axial force is N, the work W due to the external force is given by the following equation.

… (4.34)
Let E be the sum of internal work in all yield lines and axial yield regions. Placing equal work W by the internal work E and the external force, the relationship of plane bending yield strength _f M _y and the bar axis force N of the junction is given by the following equation.

（二方向偏心接合部の面外曲げ最大耐力）
面外曲げ最大耐力は前節と同様の計算で求める。ただし、以下の点が異なる。 (Maximum out-of-plane bending strength of bi-directional eccentric joints)
The maximum out-of-plane bending strength is obtained by the same calculation as in the previous section. However, the following points are different.

軸降伏領域における内部仕事を求めるに当たっては、上柱の降伏応力度_cs_yの代わりに引張強さ_cs_uを用いる。

…(4.38)

…(4.39)

…(4.40)
ここで _cs_u : 上柱の引張強さ In obtaining the internal work in the axial yield region, the tensile strength _c s _u is used instead of the yield stress level _c s _y of the upper column.

… (4.38)

… (4.39)

… (4.40)
Where _c s _u is the tensile strength of the upper column

（二方向偏心接合部のパンチングシャー降伏耐力）
図１３に二方向偏心接合部のパンチングシャー降伏機構を示す。ダイアフラムにパンチングシャー降伏線を仮定する（B-A-C間）。B-D-C間は上柱が降伏すると仮定する。
パンチングシャー降伏線を板厚t_d’の鋼板に置換する。t_d’は次式で与える。

…(4.41)
t_d : ダイアフラムの厚さ
上柱の中心から置換断面の中立軸までの距離をy₀と置くと、置換断面の断面二次モーメントI₀は次式で与えられる。 (Punching shear yield strength of bi-directional eccentric joints)
FIG. 13 shows a punching shear yielding mechanism for a two-way eccentric joint. A punching shear yield line is assumed for the diaphragm (between BACs). Assume that the upper column yields during BDC.
Replace the punching shear yield line with a steel sheet of thickness t _d '. t _d 'is given by the following equation.

… (4.41)
t _d : Diaphragm thickness If the distance from the center of the upper column to the neutral axis of the replacement cross section is y ₀ , the cross section secondary moment I ₀ of the replacement cross section is given by the following equation.

中立軸から圧縮側縁までの距離y_cは、

…(4.43)
中立軸から引張側縁までの距離y_tは、

…(4.44)
圧縮側断面係数Z_cは、

…(4.45)
引張側断面係数Z_tは、

…(4.46)
置換断面の断面積A₀は、

…(4.47) The distance y _c from the neutral axis to the compression side edge is

… (4.43)
The distance y _t from the neutral axis to the tension side edge is

… (4.44)
The compression-side section modulus Z _c is

… (4.45)
The tensile section modulus Z _t is

… (4.46)
The cross sectional area A ₀ of the replacement cross section is

… (4.47)

二方向偏心接合部のパンチングシャーによる降伏曲げ耐力_pM_yは次式で与える。

…(4.50)
Bending yield strength _p M _y by punching shear bidirectional eccentric joints gives the following equation.

… (4.50)

（二方向偏心接合部のパンチングシャー最大耐力）
二方向偏心接合部のパンチングシャー最大曲げ耐力_pM_uは次式で与える。

…(4.51) (Maximum punching shear strength of bi-directional eccentric joint)
The maximum bending strength _p M _u of the punching shear at the bi-directional eccentric joint is given by the following equation.

… (4.51)

（二方向偏心接合部（45度方向入力）の耐力）
（二方向偏心接合部（45度方向入力）の面外曲げ降伏耐力）
図１４に二方向偏心45度方向入力のダイアフラム接合部面外曲げ降伏機構（右方向載荷）を示す。図の太線は降伏線で、d は仮想変位である。上階柱に圧縮軸降伏領域(1)と引張軸降伏領域(2)を設定し、それぞれ黒塗りとハッチングで示している。y は降伏線の位置を定義する寸法で、内部仕事を最小とする条件で値が決まる。二方向偏心接合部（45度方向入力）は作用する曲げモーメントの向きによって耐力が異なるが、ここでは図１４に示す荷重条件についての計算過程を示す。 (Strength of bi-directional eccentric joint (45 degree direction input))
(Out-of-plane bending yield strength of bi-directional eccentric joint (45-degree direction input))
FIG. 14 shows the out-of-plane bending yielding mechanism (rightward loading) with a 45-degree bi-directional eccentric input. The bold line in the figure is the yield line, and d is the virtual displacement. A compression shaft yield region (1) and a tensile shaft yield region (2) are set on the upper column, and are shown in black and hatched, respectively. y is the dimension that defines the position of the yield line, and the value is determined by the condition that minimizes internal work. The proof stress of the two-direction eccentric joint (45-degree direction input) varies depending on the direction of the acting bending moment. Here, a calculation process for the load condition shown in FIG. 14 is shown.

各降伏線における内部仕事は以下の式で与えられる。

…(5.13)

…(5.14)

…(5.15)

…(5.16)

…(5.17)

…(5.18)
軸降伏領域(1)の歪e₁は次式で与えられる。

…(5.19) The internal work at each yield line is given by

… (5.13)

… (5.14)

… (5.15)

… (5.16)

… (5.17)

… (5.18)
The strain e ₁ of the axial yield region (1) is given by

… (5.19)

軸降伏領域(1)における内部仕事E_V1は次式で与えられる。

…(5.21)
_cs_y : 上柱の降伏応力度
軸降伏領域(2)の歪e₂は次式で与えられる。

…(5.22) The internal work E _V1 in the axial yield region (1) is given by

… (5.21)
_c s _y : Yield stress level of the upper column The strain e ₂ of the axial yield region (2) is given by the following equation.

… (5.22)

軸降伏領域(2)における内部仕事E_V2は次式で与えられる。

…(5.24)
面外曲げによる降伏曲げ耐力を_fM_y、作用軸力をNとすると、外力による仕事Wは次式で与えられる。

…(5.25) The internal work E _V2 in the axial yield region (2) is given by

… (5.24)
When the yield bending yield strength by out-of-plane bending is _f M _y and the acting axial force is N, the work W due to the external force is given by the following equation.

… (5.25)

（二方向偏心接合部（45度方向入力）の面外曲げ最大耐力）
面外曲げ最大耐力は前節と同様の計算で求める。ただし、以下の点が異なる。
ダイアフラムに形成される降伏線の単位長さ当たりの降伏曲げモーメント_LdM_yの代わりに、全塑性モーメント_LdM_pを用いる。 (Maximum yield strength for out-of-plane bending of bi-directional eccentric joints (45-degree direction input))
The maximum out-of-plane bending strength is obtained by the same calculation as in the previous section. However, the following points are different.
Instead of yield bend moment _Ld M _y per unit length of the yield line formed on the diaphragm, using the full plastic moment _Ld M _p.

軸降伏領域における内部仕事を求めるに当たっては、上柱の降伏応力度_cs_yの代わりに引張強さ_cs_uを用いる。

…(5.29)

…(5.30)
_cs_u : 上柱の引張強さ In obtaining the internal work in the axial yield region, the tensile strength _c s _u is used instead of the yield stress level _c s _y of the upper column.

… (5.29)

… (5.30)
_c s _u : Upper column tensile strength

（二方向偏心接合部（45度方向入力）のパンチングシャー降伏耐力）
図１５に二方向偏心接合部のパンチングシャー降伏機構を示す。ダイアフラムにパンチングシャー降伏線を仮定する。
パンチングシャー降伏線を板厚t_d’の鋼板に置換する。t_d’は次式で与える。

…(5.31)
t_d : ダイアフラムの厚さ (Punching shear yield strength of bi-directional eccentric joint (45 degree direction input))
FIG. 15 shows a punching shear yielding mechanism for a two-way eccentric joint. Assume a punching shear yield line in the diaphragm.
Replace the punching shear yield line with a steel sheet of thickness t _d '. t _d 'is given by the following equation.

… (5.31)
t _d : Diaphragm thickness

置換断面の断面積A’は次式で与えられる。

…(5.34)
縁応力が降伏応力度となる条件より、二方向偏心接合部のパンチングシャーによる降伏曲げモーメント_pM_yと柱軸力Nの関係は次式で与えられる。
The cross sectional area A ′ of the replacement cross section is given by the following equation.

… (5.34)
From conditions edge stress is the yield stress of the relationship yield bend moment _p M _y and the bar axis force N due to punching shear bidirectional eccentric joint is given by the following equation.

（二方向偏心接合部（45度方向入力）のパンチングシャー最大耐力）
パンチングシャー最大耐力は前節と同様の計算で求める。縁応力が引張強さとなる条件より、パンチングシャー最大耐力_pM_uと柱軸力Nの関係は次式で与えられる。 (Maximum punching shear strength of bi-directional eccentric joint (45 degree direction input))
The maximum punching shear strength is obtained by the same calculation as in the previous section. Based on the condition that the edge stress becomes the tensile strength, the relationship between the punching shear maximum proof stress _p _Mu and the column axial force N is given by the following equation.

以上の実施形態の方法で、上部通しダイアフラム５の耐力予測を行った結果を、実際の接合部を製作して試験した結果と比較したところ、実施形態の耐力式の計算結果は、試験結果とほぼ一致しており、降伏耐力、最大耐力ともに、実用上十分な精度で、かつ安全側の評価となっている。 When the results of the prediction of the yield strength of the upper through diaphragm 5 by the method of the above embodiment were compared with the results of manufacturing and testing an actual joint, the calculation result of the yield strength formula of the embodiment is the test result and The values are almost the same, and the yield strength and maximum strength are both practically accurate and safe.

図１６は、他の実施形態に係る設計方法で用いる上部通しダイアフラムの板厚の選定用の表の説明図である。この表２０は、行と列からなる表であって、各行に、下柱の各種の幅寸法を定め、各欄に上柱の各種の幅寸法の他方を定めている。また、各行は、下柱の鋼管の板厚毎に細分し、さらに各板厚毎に、下柱の寸法毎に心合わせ形式，一方向偏心形式，二方向偏心形式の３種類の接合形式に細分している。各欄は、上柱の鋼管の板厚毎に細分している。これらの細分された各行と列が交差する枡内に、対応する下柱と上柱の幅寸法に場合に適切となる上部通しダイアフラムの板厚を記載している。
この枡内に記載する板厚の値は、この明細書の発明を実施するための形態の欄で述べた各条件式を満足する厚さとしている。なお、行と列は、互いに逆にしても良い。 FIG. 16 is an explanatory diagram of a table for selecting the plate thickness of the upper through diaphragm used in the design method according to another embodiment. This table 20 is a table composed of rows and columns. Each row defines various width dimensions of the lower pillar, and each column defines the other width dimension of the upper pillar. Each row is subdivided by the thickness of the steel pipe of the lower pillar, and for each thickness, there are three types of joining styles: centering type, one-way eccentric type, and two-way eccentric type for each dimension of the lower pillar. It is subdivided. Each column is subdivided for each plate thickness of the upper steel pipe. The thickness of the upper through-diaphragm appropriate for the width dimension of the corresponding lower column and upper column is indicated in the cage where each of these subdivided rows and columns intersects.
The value of the plate thickness described in this cage is a thickness that satisfies the conditional expressions described in the column of the embodiment for carrying out the invention of this specification. Note that the rows and columns may be reversed.

この実施形態では、上下柱異径の鉄骨柱梁接合部における上部通しダイアフラム５の板厚を、下柱１の幅寸法と上柱２の幅寸法、下柱１と上柱の板厚、および上記３種類の接合形式に応じて、表２０の該当する枡内に記載された板厚以上とする。板厚の上限は、無駄に厚くならないように、任意に定めれば良い。 In this embodiment, the plate thickness of the upper through diaphragm 5 at the steel column beam joint portion having different diameters of the upper and lower columns is defined as the width of the lower column 1 and the width of the upper column 2, the plate thickness of the lower column 1 and the upper column, and Depending on the above three types of bonding, the thickness is not less than the plate thickness indicated in the corresponding cage in Table 20. The upper limit of the plate thickness may be arbitrarily determined so as not to be unnecessarily thick.

この設計方法によると、下柱１と上柱２の幅寸法、板厚の組み合わせ、および接合形式毎に、適切となる上部通しダイアフラム５の板厚を定めた表２０を用い、この表２０に定められた板厚以上として板厚を設計するため、個々の建物毎や個々の柱毎に、板厚設計のための複雑な耐力計算を行うことなく、適切な板厚を簡単に設計することができる。また上記の表２０には、この発明の前記実施形態の予測方法による信頼性の高い板厚の値が定められているため、信頼性の高い板厚設計が行える。 According to this design method, Table 20 is used in which the plate thickness of the appropriate upper through diaphragm 5 is determined for each combination of the width dimension and plate thickness of the lower column 1 and the upper column 2 and the joining type. To design a plate thickness that exceeds the specified plate thickness, it is easy to design an appropriate plate thickness for each building or each column without performing complex strength calculations for the plate thickness design. Can do. In Table 20, since a highly reliable plate thickness value is determined by the prediction method of the embodiment of the present invention, a highly reliable plate thickness design can be performed.

以上に、本発明の実施形態を示したが、本発明はこれに限られるものではなく、発明思想を逸脱しない範囲で各種の変更が可能である。例えば、上記の実施形態では、梁がＨ形鋼からなる場合を示したが、溶接組立Ｈ形断面材などであってもよい。
また、本発明では、面外曲げ降伏耐力ｆＭｙ、パンチングシャー降伏耐力ｐＭｙ、面外曲げ終局耐力ｆＭｕ、及び、パンチングシャー終局耐力ｐｓＭｕを、上記の式で求める場合を示したが、これに限らず、要は、降伏線理論を用い、この降伏線理論に上柱の軸力を反映させて求めるようになされたものであればよい。 Although the embodiment of the present invention has been described above, the present invention is not limited to this, and various modifications can be made without departing from the spirit of the invention. For example, in the above-described embodiment, the case where the beam is made of an H-shaped steel is shown, but a welded assembly H-shaped cross-section material or the like may be used.
Further, in the present invention, the case where the out-of-plane bending yield strength fMy, the punching shear yield strength pMy, the out-of-plane bending ultimate strength fMu, and the punching shear ultimate strength psMu is shown by the above formulas, but is not limited thereto. In short, any yield line theory may be used as long as it is obtained by reflecting the axial force of the upper column in the yield line theory.

１：下柱
２：上柱
３：接合部パネル
４：下部通しダイアフラム
５：上部通しダイアフラム
６：鉄骨梁
２０：表 1: Lower pillar 2: Upper pillar 3: Joint panel 4: Lower through diaphragm 5: Upper through diaphragm 6: Steel beam 20: Table

Claims

Each has a lower column and an upper column made of square steel pipe columns, the upper column is smaller in diameter than the lower column, and the upper column and the lower column are arranged in a centering manner in which the column centers coincide with each other, and the lower column The lower through-diaphragm which is extended to the periphery and is welded to the lower column is welded to the lower column, and the lower end is entirely welded to the upper surface of the lower through-diaphragm. A joint panel rising up, an upper through-diaphragm in which the upper end opening of the joint panel is closed and projecting to the periphery, and is welded all around the joint panel, and the lower end of the upper column is welded all around on the upper surface, and the lower part A method for predicting the strength of the upper through diaphragm in a steel column beam joint of different diameters of the upper and lower columns, comprising a through diaphragm and a steel beam having upper and lower flanges joined to end faces of the upper through diaphragm.
When acts axial force N on said posts, a plane bending the bending yield strength _f M _y of the upper through diaphragm, using yield line theory, calculated to reflect the axial force N of the upper pillar,
Method for determining the out of plane bending the bending yield strength _f M _y using the yield line theory,
The corners that are both ends of one side on the inner peripheral surface of the lower pillar in plan view are A point and E point, respectively, and any point on the one side is C point, and the upper column in plan view Of the four sides on the outer peripheral surface of the lower pillar, an arbitrary point on the side closer to the point A in the two sides extending in the direction perpendicular to the one side of the lower pillar is the point B and the far side A yield line AB, a yield line BC, a yield line CD, and a yield line DE are defined with an arbitrary point on the side of the line D as a point, and the yield line AB, the yield line BC, the yield line CD, and the yield line DE are used. The internal work E is calculated, and the out-of-plane bending yield strength when the internal work E is minimized
It is a method for determining the _f M _y,
Wherein the out of plane bending yield strength _f M _y of the upper through diaphragm, the upper and lower column strength prediction method of steel beam-column joints of different diameters, characterized in that determined by the following equation (1).
Where E: internal work
N: Column axial force (column axial force N is given arbitrarily)
δ ₃ : Virtual displacement in the axial direction
θ: rotation angle at the upper column axis of the upper through diaphragm, where internal work E is the sum of internal work Σ _Ld E _i in the yield line and internal work Σ Evi in the axial yield region,
E = Σ _Ld E _i + Σ Evi
The internal work _Ld E _{i at the} yield line is given by:
_Ld Ei = L _i · _Ld My · θ _i
Where L _{i is} the length of each yield line
θ _i : Rotation angle of each yield line
_Ld M _y: yield bend moment this yield bend moment _ld M _y per unit length of the yield line formed in the upper through diaphragm gives the following equation.
Where t _{d is} the thickness of the top through diaphragm
_d σ _y : Yield stress level of upper through diaphragm The internal work Evi in the axial yield region is given by the following equation.
Evi = _C σ _y · ε _i · V _i
Where _C σy: Yield stress of upper column
ε _i : Strain in each axis yield region
V _i: volume of each axis breakdown region, however, the position of the yield line is a position where the out-of-plane bending yield strength _f M _y is minimized.

A lower through-diaphragm having a lower column and an upper column each made of a square steel pipe column, the upper column having a smaller diameter than the lower column, the upper end opening of the lower column being closed and projecting to the periphery, and being welded all around the lower column; A joint panel that is formed in a rectangular cylinder having substantially the same diameter as the lower column and is raised by welding the lower end of the lower through diaphragm to the entire periphery, and the upper end opening of the joint panel is closed and projecting to the periphery. Upper and lower diaphragms that are welded all around to the upper panel and the lower end of the upper column is welded to the entire top surface, and a steel beam having upper and lower flanges joined to the end faces of the lower and upper diaphragms. In a steel column beam joint of different diameter columns, a method for predicting the proof stress of the upper through diaphragm,
When acts axial force N on said posts, a plane bending the bending yield strength _f M _y of the upper through diaphragm, using yield line theory, calculated to reflect the axial force N of the upper pillar,
Method for determining the out of plane bending the bending yield strength _f M _y using the yield line theory, point A one corner portion of the inner peripheral surface of the lower pillar in plan view, from the point A in the same inner peripheral surface Arbitrary point on the following side is C point, on the side closer to the A point in the two sides extending in the direction perpendicular to the side continuing from the A point of the lower column on the outer peripheral surface of the upper column Arbitrary point is point B, yield line AB and yield line BC are determined, internal work E is calculated using the yield line AB and yield line BC, and out-of-plane bending yield bending when internal work E is minimized is a method for determining the strength _f M _y,
Wherein the out of plane bending yield strength _f M _y of the upper through diaphragm, the upper and lower column strength prediction method of steel beam-column joints of different diameters, characterized in that determined by the following equation (1).
Where E: internal work
N: Column axial force (column axial force N is given arbitrarily)
δ ₃ : Virtual displacement in the axial direction
θ: rotation angle at the upper column axis of the upper through diaphragm, where internal work E is the sum of internal work Σ _Ld E _i in the yield line and internal work Σ Evi in the axial yield region,
E = Σ _Ld E _i + Σ Evi
The internal work _Ld E _{i at the} yield line is given by:
_Ld Ei = L _i · _Ld My · θ _i
Where L _{i is} the length of each yield line
θ _i : Rotation angle of each yield line
_Ld M _y: yield bend moment this yield bend moment _ld M _y per unit length of the yield line formed in the upper through diaphragm gives the following equation.
Where t _{d is} the thickness of the top through diaphragm
_d σ _y : Yield stress level of upper through diaphragm The internal work Evi in the axial yield region is given by the following equation.
Evi = _C σ _y · ε _i · V _i
Where _C σy: Yield stress of upper column
ε _i : Strain in each axis yield region
V _i: volume of each axis breakdown region, however, the position of the yield line is a position where the out-of-plane bending yield strength _f M _y is minimized.

Each has a lower column and an upper column made of square steel pipe columns, the upper column has a smaller diameter than the lower column, and the lower column and the upper column are aligned so that two sides of the cross-section are aligned and one corner is aligned. It is an eccentric two-way eccentric arrangement, and is formed in a rectangular throughpipe that has a lower through-diaphragm that closes the upper end opening of the lower column and projects to the periphery and is welded to the entire lower column, and a rectangular cylinder that has the same diameter as the lower column. A joint panel that rises with the lower end being welded to the upper surface of the lower through-diaphragm, and the upper end opening of the joint panel is closed and projecting to the surroundings. In the steel column beam joint of different diameters in the upper and lower columns, comprising an upper through diaphragm welded all around, and a steel beam in which upper and lower flanges are joined to the end surfaces of the lower through diaphragm and the upper through diaphragm, A method of predicting the ram of strength,
When acts axial force N on said posts, a plane bending the bending yield strength _f M _y of the upper through diaphragm, using yield line theory, calculated to reflect the axial force N of the upper pillar,
Method for determining the out of plane bending the bending yield strength _f M _y using the yield line theory, on the inner circumferential surface of the lower pillar in plan view, a corner in one corner diagonally to the match Let A be a corner that is adjacent to the one corner, and B be a corner that is diagonally opposite to the matching corner on the outer peripheral surface of the upper pillar. An arbitrary point on the side closer to the B point in the two sides overlapping the lower pillar on the inner peripheral surface is defined as a D point, the yield line AB, the yield line BD, the yield line AC, the yield line BC, the yield The line CD is determined, the internal work E is calculated using the yield line AB, the yield line BD, the yield line AC, the yield line BC, and the yield line CD, and the out-of-plane bending yield bending strength when the internal work E is minimized. It is a method for determining the _f M _y,
Wherein the out of plane bending yield strength _f M _y of the upper through diaphragm, the upper and lower column strength prediction method of steel beam-column joints of different diameters, characterized in that determined by the following equation (1).
Where E: internal work
N: Column axial force (column axial force N is given arbitrarily)
δ ₃ : Virtual displacement in the axial direction
θ: rotation angle at the upper column axis of the upper through diaphragm, where internal work E is the sum of internal work Σ _Ld E _i in the yield line and internal work Σ Evi in the axial yield region,
E = Σ _Ld E _i + Σ Evi
The internal work _Ld E _{i at the} yield line is given by:
_Ld Ei = L _i · _Ld My · θ _i
Where L _{i is} the length of each yield line
θ _i : Rotation angle of each yield line
_Ld M _y: yield bend moment this yield bend moment _ld M _y per unit length of the yield line formed in the upper through diaphragm gives the following equation.
Where t _{d is} the thickness of the top through diaphragm
_d σ _y : Yield stress level of upper through diaphragm The internal work Evi in the axial yield region is given by the following equation.
Evi = _C σ _y · ε _i · V _i
Where _C σy: Yield stress of upper column
ε _i : Strain in each axis yield region
V _i: volume of each axis breakdown region, however, the position of the yield line is a position where the out-of-plane bending yield strength _f M _y is minimized.