JP6267905B2 - Calculation method for bending strength of flat beams - Google Patents
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- 238000005452 bending Methods 0.000 title claims description 55
- 238000004364 calculation method Methods 0.000 title claims description 20
- 230000002787 reinforcement Effects 0.000 claims description 23
- 238000000034 method Methods 0.000 claims description 10
- 239000000463 material Substances 0.000 claims description 8
- 238000013461 design Methods 0.000 description 14
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000012360 testing method Methods 0.000 description 4
- 230000007423 decrease Effects 0.000 description 3
- 238000002474 experimental method Methods 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
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- 230000000694 effects Effects 0.000 description 2
- 239000004567 concrete Substances 0.000 description 1
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Description
本発明は扁平梁の曲げ耐力算定方法に係り、柱外の扁平梁の実際の応力状態に対応した曲げ耐力を適正に算定し、それに基づき、合理的な梁の設計を行えるようにした扁平梁の曲げ耐力算定方法に関する。 The present invention relates to a bending strength calculating how flat beams, flat to properly calculate the flexural strength corresponding to the actual stress state of the column outside of the flat beam, based on it, to allow a reasonable beam design about the beams of the bending strength calculation how.
従来、鉄筋コンクリート建物に用いられる梁は所定の曲げ耐力を確保するために、梁せいを大きくするか、鉄筋量を多くして対応していた。この場合、通常の梁幅は柱幅よりも狭く設定されているため、梁幅内に配筋される本数が限られている。一方で梁せいを大きくする方法もあるが、梁下の室内空間を狭めることになり、梁下空間を確保するために建物高さを大きくする必要があった。そのような問題を解決するために、たとえば鉄筋コンクリート造の集合住宅において、建物高さを低減し、階高の有効利用を図るために、バルコニー等の開口部側に位置する梁に扁平梁を用いる提案がされている(特許文献1,特許文献2)。 Conventionally, in order to secure a predetermined bending strength, beams used for reinforced concrete buildings have been made to increase the beam length or increase the amount of reinforcing bars. In this case, since the normal beam width is set narrower than the column width, the number of bars arranged within the beam width is limited. On the other hand, there is a method of increasing the beam length, but the indoor space under the beam is narrowed, and it is necessary to increase the height of the building to secure the space under the beam. In order to solve such a problem, for example, in a reinforced concrete apartment house, flat beams are used for the beams located on the opening side of a balcony or the like in order to reduce the height of the building and effectively use the floor height. Proposals have been made (Patent Document 1, Patent Document 2).
ところで、各非特許文献にあるように、設計手法が確立していない現状において、扁平梁の曲げ耐力計算方法は、各設計者が独自の設計手法で設計を進めていた。その一例として、柱幅Cを基準として、その柱から所定の範囲(たとえば柱幅C×n倍とか)までの梁主筋が曲げ耐力に寄与すると仮定し、その範囲に含まれる梁主筋が均一に応力度を負担するとして曲げ耐力を算定していた。 By the way, as described in each non-patent document, in the present situation where the design method has not been established, each designer has advanced the design of the bending strength calculation method of the flat beam by the original design method. As an example, it is assumed that the beam main bars from the column to a predetermined range (for example, column width C × n times) contribute to the bending strength with reference to the column width C, and the beam main bars included in the range are uniform. The bending strength was calculated assuming that the degree of stress was borne.
従来、梁の曲げ耐力を正確に算定することは、保有水平耐力計算およびせん断に対する保証設計を行う上で重要であり、扁平梁の設計において、上述のように経験的な設計を行うことは危険側の設計となったり、逆に必要以上の配筋を要する不経済設計となるなどの問題があった。 Conventionally, it is important to accurately calculate the bending strength of a beam in order to calculate the retained horizontal strength and to guarantee the design against shear, and it is dangerous to perform empirical design as described above in the design of flat beams. There was a problem that it was a side design or, on the contrary, an uneconomical design that required more than necessary reinforcement.
また、従来の梁の設計では、梁の全ての主筋を曲げ耐力に寄与させるために、柱幅外側の梁が十分な捻れ剛性を有し、梁内に一列配筋された主筋が同時に降伏することを前提としているが、発明者らの実験では、扁平梁内の主筋は柱に近い側から順次降伏することが確認されている。このため、梁幅の大きな扁平梁全幅にわたり一列に配筋された梁主筋が同時に降伏すると仮定して設計すると、部材の耐力を過大評価することになる。よって、梁主筋を同時に降伏させるためには、扁平梁の柱からの張出し長さ(梁幅)を制限するか、あるいは梁、柱を材軸直交方向に貫通する捻れ補強筋を多数配筋して梁の捻れ剛性を高くする設計が必要があった。 In addition, in the conventional beam design, in order to make all the main bars of the beam contribute to the bending strength, the beam outside the column width has sufficient torsional rigidity, and the main bars arranged in a row in the beam yield simultaneously. However, in the experiments conducted by the inventors, it has been confirmed that the main bars in the flat beams yield sequentially from the side close to the column. For this reason, if it is designed on the assumption that beam main bars arranged in a row over the entire width of a flat beam having a large beam width yield at the same time, the proof stress of the member will be overestimated. Therefore, in order to yield the main beam of the beam at the same time, limit the length of the flat beam protruding from the column (beam width), or arrange many torsion reinforcement bars that penetrate the beam and column in the direction perpendicular to the material axis. Therefore, a design that increases the torsional rigidity of the beam was necessary.
発明者らの実施した実験から、柱から離れるに従って、梁主筋が負担する応力度は低下することが確認された。すなわち、扁平梁は幅が広くなると柱に対する捻れ変形が大きくなる。この捻れ変形により柱から離れた位置の鉄筋は応力負担が小さくなることが確認されている。 From experiments conducted by the inventors, it was confirmed that the degree of stress borne by the beam main bars decreases as the distance from the column increases. That is, as the flat beam becomes wider, the torsional deformation of the column becomes larger. It has been confirmed that the stress burden is reduced in the reinforcing bars located away from the column due to this torsional deformation.
ここで、発明者が考える扁平梁の梁主筋の応力状態を生じさせる梁変形挙動について、図4、図5を参照して説明する。図4に示したように、柱10の柱幅より広い梁幅の扁平梁20の柱梁接合部1では、矢印で示したような曲げモーメントMが作用した際に、柱10と連続する扁平梁20は、柱10と一体化した梁部分20A(図中、梁(柱内)と表示)と、柱の両側に張り出した梁部分20B(図中、梁(柱外)と表示)とでは、その変形挙動が異なる。すなわち、図5に模式的に断面で示したように、梁(柱内)20Aでは、扁平梁20の根元部は、柱10と一体化した状態にあるため、梁(柱内)20Aの曲げ挙動(柱端からの所定位置のたわみ量iδB)は従来の梁と同様である。このため、梁引張主筋はすべての曲げ耐力に寄与することになる(図5(a))。これに対して、梁(柱外)20Bでは、曲げ外力が作用すると、柱10からの両側に張り出した梁部分に捻れが生じ、その後に梁として曲げモーメントを負担する。このため、柱端からの所定位置でのたわみ量は捻れによって生じるたわみoδtと梁曲げによって生じるたわみoδBの和(oδt+oδB=iδB)となる。このため、扁平梁20の曲げ挙動を適正に評価することが経済設計につながる。なお、図5では、扁平梁20の曲げ形状は説明のために模式的に直線で描いている。
Here, the beam deformation behavior causing the stress state of the beam main reinforcement of the flat beam considered by the inventor will be described with reference to FIGS. As shown in FIG. 4, in the column beam joint 1 of the
そこで、本発明の目的は上述した従来の技術が有する問題点を解消し、扁平梁の挙動に合った応力状態を考慮して扁平梁における曲げ耐力を評価し、合理的な手法で曲げ耐力を算定できるできるようにした扁平梁の曲げ耐力算定方法を提供することにある。 Therefore, the object of the present invention is to solve the above-mentioned problems of the prior art, evaluate the bending strength of the flat beam in consideration of the stress state suitable for the behavior of the flat beam, and to obtain the bending strength by a rational method. to provide a bending strength calculating how the squamous beam to be able to calculate.
上記目的を達成するために、本発明の曲げ耐力算定の方法は、柱に対して扁平梁が接合される柱梁接合部における前記扁平梁の曲げ耐力の算定方法であって、前記扁平梁の全引張主筋量に対する前記柱幅の外側に配筋された引張主筋の材料強度または主筋量を低減して、前記柱幅の外側に位置する前記扁平梁の曲げ耐力を前記柱幅内の部位より低下させて前記扁平梁の設計を行うことを特徴とする。 In order to achieve the above object, a bending strength calculation method according to the present invention is a method for calculating a bending strength of a flat beam at a column beam joint where a flat beam is bonded to a column. By reducing the material strength or the main reinforcement amount of the tensile reinforcement bar arranged outside the column width with respect to the total tensile reinforcement amount, the bending strength of the flat beam positioned outside the column width is determined from the portion within the column width. The flat beam is designed to be lowered.
また、柱に対して扁平梁が接合される柱梁接合部における前記扁平梁の曲げ耐力の算定方法であって、前記扁平梁の全引張主筋量に対する前記柱幅の外側に配筋された引張主筋の材料強度または主筋量を低減して、前記柱幅の外側に位置する前記扁平梁の曲げ剛性を前記柱幅内の部位より低下させて前記扁平梁の設計を行うことを特徴とする。 A method for calculating the bending strength of the flat beam in a column beam joint where the flat beam is bonded to a column, the tension being arranged outside the column width with respect to the total tension main bar amount of the flat beam The flat beam is designed by reducing the strength of the main bar or the amount of the main bar, and lowering the bending rigidity of the flat beam located outside the column width from the portion within the column width .
梁の曲げ耐力の低減を行う曲げ耐力の算定方法において、算定式に低減関数β
β={A−B・(Σa to /ΣBa t )}<1
ここで、1.0≦A≦1.05、0.05<B<0.25
を乗じて曲げ耐力を低減することが好ましい。
In the bending strength calculation method to reduce the bending strength of the beam, the reduction function β
β = {A-B · ( Σa to / ΣBa t)} <1
Here, 1.0 ≦ A ≦ 1.05, 0.05 <B <0.25
It is preferable to reduce the bending strength by multiplying.
前記扁平梁の前記柱幅内に配筋された主筋の直径より前記柱幅の外側に配筋された主筋の直径を小さくすることが好ましい。
It is preferable to make the diameter of the main bar arranged outside the column width smaller than the diameter of the main bar arranged within the column width of the flat beam.
本発明によれば、捻れ変形に影響を及ぼす柱幅の外側に配された梁主筋の量の比率に応じて曲げ耐力を低減するように梁耐力を評価することにより、実際の応力状態に即した曲げ耐力の算定が可能となり、従来の問題点であった、扁平梁の幅の制限、過剰な捻れ補強筋がともに不要な合理的な設計が実現できるという効果を奏する。 According to the present invention, by evaluating the beam strength so as to reduce the bending strength according to the ratio of the amount of the main beam bars arranged outside the column width that affects the torsional deformation, Thus, it is possible to calculate the bending strength, and it is possible to realize a rational design that does not require both the limitation of the width of the flat beam and the excessive torsional reinforcement, which are the conventional problems.
以下、本発明の扁平梁の曲げ耐力算定方法及び扁平梁の配筋構造の基本構造について、図1〜図3を参照して説明する。
[柱梁接合部における扁平梁の耐力算定式の提案]
発明者は、図1に示した扁平梁の柱梁接合部の試験体において、図2に示した模式断面図梁主筋(柱内)、梁主筋(柱外)での配筋割合、直交主筋(捻れ補強筋)の有無を因子として複数試験体での扁平梁の曲げ耐力試験を行った。その結果をもとに式1、図3に示した扁平梁の耐力算定式(以下、算定式)を提案するものである。
この算定式によれば、柱外側に配される梁主筋の割合によって、梁の曲げ耐力が低下する挙動を反映させることができる。以下、低減関数βによってその低下開始点、低下率を考慮した(式1)を提案する。
ここに、
My:梁の曲げ耐力、β:低減関数(≦1)、
σy:梁主筋の材料強度、d:梁の有効せい、
ΣBat:引張側の全梁主筋の断面積、
Σato:柱の外側に配される引張側の梁主筋の断面積
本実施形態では、実験結果より、A=1.05、B=0.25として、扁平梁の算定式を求めた。なお、(式1)は、従来、設計に適用されている梁の曲げ耐力算定式
My=ΣBat・σy・d …(式2)
に、扁平梁の形状による影響を考慮した低減係数βを乗じて作成したものである。
Hereinafter, the basic structure of the flat beam bending strength calculation method and the flat bar arrangement structure of the present invention will be described with reference to FIGS.
[Proposal of a formula for calculating the strength of flat beams at column beam connections]
The inventor, in the test specimen of the beam-to-column connection part of the flat beam shown in FIG. 1, the schematic cross-sectional view shown in FIG. 2 beam reinforcement (inside the column), bar arrangement ratio in the beam reinforcement (outside the column), orthogonal principal reinforcement A bending strength test of a flat beam with a plurality of test specimens was performed with or without (twist reinforcement) as a factor. Based on the results, we propose a formula for calculating the proof strength of flat beams shown in FIG.
According to this calculation formula, it is possible to reflect the behavior in which the bending strength of the beam is lowered depending on the ratio of the beam main bars arranged outside the column. Hereinafter, (Equation 1) is proposed in which the reduction start point and the reduction rate are taken into account by the reduction function β.
here,
My: bending strength of beam, β: reduction function (≦ 1),
σy: material strength of beam main bar, d: effective beam effect,
Σ B a t: tensile side of the cross-sectional area of the entire beam main reinforcement,
Σa to : Cross-sectional area of the main beam on the tension side arranged outside the column In this embodiment, the calculation formula of the flat beam was obtained from the experimental results with A = 1.05 and B = 0.25. Incidentally, (Equation 1) is conventionally bending strength calculation formula of the beam that is applied to the design My = Σ B a t · σy · d ... ( Equation 2)
Is multiplied by a reduction factor β that takes into account the influence of the shape of the flat beam.
図3は、上記算定式と扁平梁の曲げ耐力試験結果との関係を示した関係グラフである。同図に示したように、梁主筋の全断面積に対する外側の主筋断面積の割合(Σato/ΣBat)が増加するにしたがって、梁の曲げ耐力が低下する挙動を式1がカバーしていることが読み取れる。 FIG. 3 is a relationship graph showing the relationship between the above calculation formula and the bending strength test result of the flat beam. As shown in the figure, according to the ratio of the outer main bars cross-sectional area to the total sectional area of the beam main reinforcement (Σa to / Σ B a t ) is increased, the behavior of the beam bending strength is lowered Formula 1 cover I can read that
[柱梁接合部における扁平梁の配筋構造の提案]
図2は、扁平梁20の柱梁接合部1における配筋構造を、部位で区画して模式的に示した配筋断面図である。上述の算定式(式1)からわかるように、柱10の外側の主筋の効果を計算上低減する方法だと、配筋された鉄筋の能力が十分に発揮されないこととなる。そこで、本発明では、曲げ耐力への寄与が低減される柱外側に配される梁主筋30の材料強度(σyo)を、柱内に配筋される梁主筋31の材料強度(σyi)より低い材料とすること、または柱外側の梁主筋30の1本の鉄筋断面積(直径)(ato(φto))を柱内側の梁主筋31の1本の鉄筋断面積(直径)(ati(φti))より小さくすることで、扁平梁の柱梁接合部における配筋構造を提案する。
すなわち、
(σyo)<(σyi)または(ato)<(ati)((φto)<(φti))
とすることで、捻れ補強筋などを必要としない合理的設計が可能となる。
[Proposal of reinforcement structure of flat beam at column beam joint]
FIG. 2 is a reinforcing bar cross-sectional view schematically showing the bar arrangement structure in the beam-column joint 1 of the
That is,
(Σ yo ) <(σ yi ) or (a to ) <(a ti ) ((φ to ) <(φ ti ))
By doing so, a rational design that does not require a torsion reinforcing bar or the like becomes possible.
なお、本発明は上述した実施例に限定されるものではなく、各請求項に示した範囲内での種々の変更が可能である。すなわち、請求項に示した範囲内で適宜変更した技術的手段を組み合わせて得られる実施形態も、本発明の技術的範囲に含まれる。 In addition, this invention is not limited to the Example mentioned above, A various change within the range shown to each claim is possible. In other words, embodiments obtained by combining technical means appropriately changed within the scope of the claims are also included in the technical scope of the present invention.
1 柱梁接合部
10 柱
20 扁平梁
30,31 梁主筋
1 Beam-column joint 10
Claims (4)
β={A−B・(Σa to /ΣBa t )}<1
ここで、1.0≦A≦1.05、0.05<B<0.25
を乗じて曲げ耐力を低減する請求項1に記載の扁平梁の曲げ耐力算定方法。 In the bending strength calculation method to reduce the bending strength of the beam, the reduction function β
β = {A-B · ( Σa to / ΣBa t)} <1
Here, 1.0 ≦ A ≦ 1.05, 0.05 <B <0.25
The bending strength calculation method for flat beams according to claim 1, wherein the bending strength is reduced by multiplying by.
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JP7384645B2 (en) | 2019-11-26 | 2023-11-21 | 株式会社奥村組 | How to calculate the strength at the joint between a column and a flat beam |
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CN108021775B (en) * | 2017-12-28 | 2021-12-24 | 江南大学 | Method for calculating bending strength of upright post of dust remover box under action of transverse load |
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