JPH0745731B2 - Column base structure - Google Patents
Column base structureInfo
- Publication number
- JPH0745731B2 JPH0745731B2 JP63223877A JP22387788A JPH0745731B2 JP H0745731 B2 JPH0745731 B2 JP H0745731B2 JP 63223877 A JP63223877 A JP 63223877A JP 22387788 A JP22387788 A JP 22387788A JP H0745731 B2 JPH0745731 B2 JP H0745731B2
- Authority
- JP
- Japan
- Prior art keywords
- column base
- base structure
- anchor bolt
- outer diameter
- concrete foundation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
Landscapes
- Foundations (AREA)
Description
【発明の詳細な説明】 〔産業上の利用分野〕 本発明は，鉄骨構造若しくは鉄骨鉄筋コンクリート構造
の柱脚構造に関するものである。TECHNICAL FIELD The present invention relates to a column base structure having a steel frame structure or a steel frame reinforced concrete structure.
従来鉄骨柱をコンクリート基礎上に立設する場合には，
鉄骨柱の柱脚部に鋼板若しくは鋳鋼によって形成した柱
脚金物を溶接若しくはボルト接合等によって一体的に接
合した後，コンクリート基礎中に埋設したアンカーボル
トによって固定する手段が一般的に使用されている。第
２図は上記のような柱脚構造の例を示す要部縦断面図で
ある。同図において，まず鋼材からなる鉄骨柱１に柱脚
金物２を溶接によって一体に接合し，予め打設したコン
クリート基礎３上に，部分モルタル４を介して載置す
る。この場合，コンクリート基礎３には，所定個数のア
ンカーボルト５を埋設してあるので，柱脚金物２に穿設
したボルト穴６によって位置決めを行なう。その後，柱
脚金物２とコンクリート基礎３との間にモルタル７を充
填し，モルタル７が充分固化した後に，アンカーボルト
５に座金８を介装させてナット９を締結し，鉄骨柱１を
固定するのである。なお前記コンクリート基礎３にアン
カーボルト５を埋設する場合には，例えば捨てコンクリ
ート10上に鋼製フレーム11を立設すると共に，型板12を
使用するとアンカーボルト５を精度良く位置決め埋設す
ることができる。この場合，アンカーボルト５の軸部5a
にはスリーブ13を嵌装させることによってアンカーボル
ト５とコンクリート基礎３とが固着一体化するのを防止
し，ナット９の締結によりアンカーボルト５に引張応力
が作用しても，コンクリート基礎３には引張応力が作用
しないようにしてある。When a conventional steel column is erected on a concrete foundation,
A method is generally used in which a column base metal member formed of a steel plate or cast steel is integrally joined to the column base of a steel frame column by welding or bolting, and then fixed by an anchor bolt embedded in a concrete foundation. . FIG. 2 is a longitudinal sectional view of an essential part showing an example of the column base structure as described above. In the figure, first, a column base metal member 2 made of steel is integrally joined to a column base metal member 2 by welding, and placed on a concrete foundation 3 which has been placed in advance through a partial mortar 4. In this case, since a predetermined number of anchor bolts 5 are embedded in the concrete foundation 3, positioning is performed by the bolt holes 6 formed in the column base metal piece 2. After that, the mortar 7 is filled between the column base metal member 2 and the concrete foundation 3, and after the mortar 7 is sufficiently solidified, the anchor bolt 5 is fitted with the washer 8 and the nut 9 is fastened to fix the steel frame column 1. To do. When the anchor bolt 5 is embedded in the concrete foundation 3, for example, the steel frame 11 is erected on the discarded concrete 10 and the template 12 is used to position and embed the anchor bolt 5 with high accuracy. . In this case, the shaft portion 5a of the anchor bolt 5
The sleeve 13 is fitted to the anchor bolt 5 to prevent the anchor bolt 5 and the concrete foundation 3 from being fixedly integrated with each other. Even if tensile stress acts on the anchor bolt 5 by fastening the nut 9, The tensile stress is not applied.
上記第２図に示すようにアンカーボルト５をコンクリー
ト基礎３中にその軸部5aを軸方向不拘束状態で埋設し，
かつ剛性の大なる柱脚金物２を使用した柱脚構造におい
ては，柱脚の回転剛性，すなわち柱脚に発生する曲げモ
ーメントに対する回転ばねの強さは，アンカーボルト５
の全体の伸び剛性によって決定される。一方アンカーボ
ルト５を製作する場合において，通常は鋼材からなる等
径の丸棒の両端に例えば旋盤若しくはねじ切盤等の工作
機械，稀にはダイスを使用する手作業等によってねじを
刻設するのが一般的である。従って第３図に示すように
ねじ部5bの谷径diは軸部5aの外径よりも小に形成され，
通常は軸部5aの外径ｄの約75％となる。このため柱脚に
曲げモーメントが発生し，アンカーボルト５に引張荷重
が作用した場合には，ねじ部5bにおける応力の方が軸部
5aにおける応力よりも当然に大となり，ねじ部5bが先に
降伏点に到達し，ねじ部5bが極端に伸長することとな
る。従って鋼材からなるアンカーボルト５のヤング係数
が約2.1×103t/cm2で伸び剛性が大であるにも拘らず，
ねじ部5bも含めたアンカーボルト５全体としては，伸び
剛性が略1/2である1.0×103t/cm2に低下する結果になる
という問題点がある。上記のように柱脚の回転剛性が低
下すると，地震時若しくは暴風時における水平方向の荷
重が作用した場合の耐震性，安全性を損なうことにな
る。一方アンカーボルト５全体の直径を大に形成するこ
とは，軸部5aの外径寸法が必要以上に大となり，不経済
となるのみならず，アンカーボルト５全体の重量が大と
なるため，取扱および／または運搬が煩雑であるという
問題点がある。As shown in FIG. 2 above, the anchor bolt 5 is embedded in the concrete foundation 3 with its shaft portion 5a being unconstrained in the axial direction,
In the column base structure using the column base metal fixture 2 having high rigidity, the rotational rigidity of the column base, that is, the strength of the rotary spring against the bending moment generated in the column base is determined by the anchor bolt 5.
Is determined by the overall elongation stiffness of the. On the other hand, when the anchor bolt 5 is manufactured, screws are usually engraved on both ends of a round bar of equal diameter made of steel, for example, by a machine tool such as a lathe or a thread cutting machine, and rarely by hand using a die. Is common. Therefore, as shown in FIG. 3, the root diameter di of the screw portion 5b is formed smaller than the outer diameter of the shaft portion 5a,
Usually, it is about 75% of the outer diameter d of the shaft portion 5a. Therefore, when a bending moment is generated in the column base and a tensile load is applied to the anchor bolt 5, the stress in the threaded portion 5b is the one in the shaft portion.
Naturally, the stress becomes larger than the stress in 5a, the thread 5b reaches the yield point first, and the thread 5b extends extremely. Therefore, although the Young's modulus of the anchor bolt 5 made of steel is about 2.1 × 10 3 t / cm 2 and the elongation rigidity is large,
The anchor bolt 5 as a whole including the threaded portion 5b has a problem that the elongation rigidity is reduced to about 1/2, 1.0 × 10 3 t / cm 2 . If the rotational rigidity of the column base is reduced as described above, the seismic resistance and safety will be impaired when a horizontal load is applied during an earthquake or storm. On the other hand, forming the anchor bolt 5 as a whole with a large diameter not only makes the outer diameter of the shaft 5a unnecessarily large and is uneconomical, but also increases the weight of the anchor bolt 5 as a whole. And / or there is a problem that the transportation is complicated.
本発明は上記従来の技術に存在する問題点を解決し，回
転剛性が高く，かつ耐震性の大なる柱脚構造を提供する
ことを目的とする。An object of the present invention is to solve the problems existing in the above-mentioned conventional techniques and to provide a column base structure having high rotational rigidity and great earthquake resistance.
上記目的を達成するために，本発明においては，鉄骨柱
と，この鉄骨柱の脚部端面の輪郭と対応する平面形状に
形成した突出部と平板状に形成した底板部とからなる柱
脚金物とを一体に接合すると共に，前記柱脚金物とコン
クリート基礎とを，コンクリート基礎中に軸部の大部分
を軸方向不拘束状態で埋設してなるアンカーボルトとナ
ットとを介して接合してなる柱脚構造において，アンカ
ーボルトのねじ部の外径を軸部の外径より大に形成す
る，という技術的手段を採用した。In order to achieve the above object, in the present invention, a column base metal article including a steel frame column, a projecting portion formed in a planar shape corresponding to the contour of the end face of the leg of the steel frame column, and a bottom plate portion formed in a flat plate shape. And the column pedestal and the concrete foundation are joined together via an anchor bolt and a nut which are embedded in the concrete foundation in a state where most of the shaft portion is not constrained in the axial direction. In the column base structure, we adopted the technical means of forming the outer diameter of the screw part of the anchor bolt larger than the outer diameter of the shaft part.
本発明においてねじ部を転造手段によって形成すると好
ましい。In the present invention, the threaded portion is preferably formed by rolling means.
またねじ部の谷径を軸部の外径以上の寸法に形成すると
なお好ましい。Further, it is more preferable to form the root diameter of the threaded portion to be larger than the outer diameter of the shaft portion.
上記の構成により，ねじ部の外径を従来のものより大と
することができるため，柱脚構造の回転剛性を増大させ
得るという作用を期待できる。With the above configuration, the outer diameter of the threaded portion can be made larger than that of the conventional one, so that it is expected that the rotational rigidity of the column base structure can be increased.
第１図は本発明の実施例におけるアンカーボルトを示す
要部説明図であり，同一部分は前記第３図と同一の参照
符号で示す。第１図において，ねじ部5bは転造手段によ
って形成する。すなわち鋼材によって外径をｄに形成し
た軸部5aの両端にねじ部5bを創成すると，切削による場
合と異なってねじ部5bの外径doは軸部5aの外径ｄよりも
大となると共に，ねじ部5bの谷径diは軸部5aの外径の略
95％の値となる。更に上記転造による加工硬化によっ
て，ねじ部5bの降伏点の応力は略13％以上増大する。従
って軸部5aとねじ部5bの各降伏点の応力をσａ，σｂと
すると，強度の関係は となる。このため上記構成によって第２図に示すような
アンカーボルト５とした場合においても，第１図に示す
ねじ部5bの降伏は軸部5aのそれより先行しない。上記の
結果から，第２図に示すアンカーボルト５に形成した場
合の全体の伸び剛性は，アンカーボルト５を形成する例
えば鋼材が具有するヤング係数2.1×103t/cm2で評価で
き，従来のものの約２倍の回転剛性とすることができ
る。FIG. 1 is an explanatory view of a main part of an anchor bolt in an embodiment of the present invention, and the same parts are designated by the same reference numerals as those in FIG. In FIG. 1, the screw portion 5b is formed by rolling means. That is, when the threaded portion 5b is created at both ends of the shaft portion 5a whose outer diameter is formed by steel, the outer diameter d o of the threaded portion 5b becomes larger than the outer diameter d of the shaft portion 5a, unlike the case of cutting. In addition, the root diameter d i of the screw portion 5b is approximately the outer diameter of the shaft portion 5a.
The value is 95%. Further, the work hardening due to the rolling increases the stress at the yield point of the threaded portion 5b by about 13% or more. Therefore, if the stress at each yield point of the shaft 5a and the screw 5b is σ a and σ b , the strength relationship is Becomes Therefore, even in the case of the anchor bolt 5 as shown in FIG. 2 having the above structure, the yield of the screw portion 5b shown in FIG. 1 does not precede that of the shaft portion 5a. From the above results, the overall elongation rigidity when formed into the anchor bolt 5 shown in Fig. 2 can be evaluated by the Young's modulus 2.1 × 10 3 t / cm 2 of the steel material forming the anchor bolt 5, for example. The rotational rigidity can be about twice that of
本実施例においてはねじ部を転造手段によって形成した
例を示したが，ねじ部の谷径を軸部の外径以上の寸法に
形成してもよい。この場合においてねじ部を切削手段に
よって形成したときには加工硬化による降伏点の応力の
増大は期待できないが，ねじ部の最小横断面積を軸部の
横断面積以上の値に確保できるため，ねじ部の伸び剛性
を軸部のそれと同等若しくはそれ以上とすることができ
る。また本実施例においては，主として柱脚金物近傍に
おけるねじ部の態様について記述したが，コンクリート
基礎中に埋設されたねじ部についても作用は同様であ
る。In this embodiment, the threaded portion is formed by the rolling means, but the root diameter of the threaded portion may be formed to be larger than the outer diameter of the shaft portion. In this case, when the thread is formed by cutting means, the stress at the yield point cannot be expected to increase due to work hardening. The rigidity can be equal to or higher than that of the shaft portion. Further, in the present embodiment, the mode of the screw portion in the vicinity of the pillar pedestal is mainly described, but the operation is the same for the screw portion embedded in the concrete foundation.
本発明は以上記述のような構成および作用であるから，
柱脚構造における柱脚の回転剛性を従来のものの約２倍
に増大させることができる。また柱脚構造を構成するア
ンカーボルト全体の降伏点の応力を増大させ得るため，
地震時等における柱脚の吸収エネルギーが大となり，建
物全体の耐震性を大幅に増大させ得るという効果があ
る。Since the present invention has the configuration and operation as described above,
The rotational rigidity of the column base in the column base structure can be increased to about twice that of the conventional one. In addition, since the stress at the yield point of the entire anchor bolts that make up the column base structure can be increased,
There is an effect that the absorbed energy of the column base becomes large in the event of an earthquake and the seismic resistance of the entire building can be greatly increased.
【図面の簡単な説明】 第１図は本発明の実施例におけるアンカーボルトを示す
要部説明図，第２図は柱脚構造の例を示す要部縦断面
図，第３図は従来のアンカーボルトを示す要部説明図で
ある。 1:鉄骨柱,2:柱脚金物,3:コンクリート基礎,5:アンカー
ボルト,5a:軸部,5b:ねじ部。BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is an explanatory view of an essential part showing an anchor bolt in an embodiment of the present invention, FIG. 2 is a longitudinal sectional view of an essential part showing an example of a column base structure, and FIG. 3 is a conventional anchor. It is a principal part explanatory view which shows a bolt. 1: Steel column, 2: Column base hardware, 3: Concrete foundation, 5: Anchor bolt, 5a: Shaft part, 5b: Screw part.
───────────────────────────────────────────────────── フロントページの続き (72)発明者 伊藤 倫夫 福岡県北九州市若松区北浜１丁目９番１号 日立金属株式会社若松工場内 (72)発明者 佐藤 邦昭 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 (72)発明者 中村 嘉宏 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 (72)発明者 富田 昭夫 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 (72)発明者 山田 俊一 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 (72)発明者 前田 祥三 東京都港区元赤坂１丁目２番７号 鹿島建 設株式会社内 (56)参考文献 特開 昭56−64050（ＪＰ，Ａ) 特開 昭49−38445（ＪＰ，Ａ) ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Tomio Ito 1-9-1 Kitahama, Wakamatsu-ku, Kitakyushu-shi, Fukuoka Inside Hitachi Metals Co., Ltd. Wakamatsu Factory (72) Inventor Kuniaki Sato 1-2, Moto-Akasaka, Minato-ku, Tokyo No. 7 Kashima Construction Co., Ltd. (72) Inventor Yoshihiro Nakamura 1-2-7 Moto-Akasaka, Minato-ku, Tokyo Kajima Construction Co., Ltd. (72) Inventor Akio Tomita 1-2-Chome, Moto Akasaka, Minato-ku, Tokyo No. 7 In Kashima Construction Co., Ltd. (72) Inventor Shunichi Yamada 1-2-7 Moto Akasaka, Minato-ku, Tokyo No. 7 In Kashima Construction Co., Ltd. (72) Inventor Shozo Maeda 1-2-Chome, Moto Akasaka, Minato-ku, Tokyo No. 7 within Kashima Construction Co., Ltd. (56) Reference JP-A-56-64050 (JP, A) JP-A-49-38445 (JP, A)
Claims (3)
対応する平面形状に形成した突出部と平板状に形成した
底板部とからなる柱脚金物とを一体に接合すると共に，
前記柱脚金物とコンクリート基礎とを，コンクリート基
礎中に軸部の大部分を軸方向不拘束状態で埋設してなる
アンカーボルトとナットとを介して接合してなる柱脚構
造において，アンカーボルトのねじ部の外径を軸部の外
径より大に形成したことを特徴とする柱脚構造。1. A steel pedestal and a pedestal metal fitting comprising a projecting portion formed in a planar shape corresponding to the contour of an end surface of a leg portion of the steel frame pillar and a bottom plate portion formed in a flat plate shape are integrally joined, and
In a column base structure in which the pillar pedestal and the concrete foundation are joined together through an anchor bolt and a nut, in which most of the shaft is embedded in the concrete foundation in an axially unrestrained state, A column base structure characterized in that the outer diameter of the screw portion is formed larger than the outer diameter of the shaft portion.
（１）記載の柱脚構造。2. The column base structure according to claim 1, wherein the threaded portion is formed by rolling means.
成した請求項（１）若しくは（２）記載の柱脚構造。3. The column base structure according to claim 1, wherein the root diameter of the screw portion is formed to be equal to or larger than the outer diameter of the shaft portion.
Priority Applications (4)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63223877A JPH0745731B2 (en) | 1988-09-07 | 1988-09-07 | Column base structure |
| US07/282,372 US5063719A (en) | 1988-09-07 | 1988-12-09 | Column base structure |
| GB888829077A GB8829077D0 (en) | 1988-09-07 | 1988-12-13 | Column base structures |
| GB8903810A GB2222618B (en) | 1988-09-07 | 1989-02-20 | Column base structures |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63223877A JPH0745731B2 (en) | 1988-09-07 | 1988-09-07 | Column base structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0270826A JPH0270826A (en) | 1990-03-09 |
| JPH0745731B2 true JPH0745731B2 (en) | 1995-05-17 |
Family
ID=16805110
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63223877A Expired - Lifetime JPH0745731B2 (en) | 1988-09-07 | 1988-09-07 | Column base structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0745731B2 (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0522822U (en) * | 1991-05-02 | 1993-03-26 | ジヤパンライフ株式会社 | Bar |
| JP3695157B2 (en) * | 1998-07-10 | 2005-09-14 | 日鐵建材工業株式会社 | Unbonded anchor bolt with exposed column base |
| JP7082462B2 (en) * | 2017-08-17 | 2022-06-08 | センクシア株式会社 | Anchor reinforcement structure, anchor reinforcement method and anchor reinforcement member |
| JP7082463B2 (en) * | 2017-08-17 | 2022-06-08 | センクシア株式会社 | Anchor reinforcement structure and anchor reinforcement method |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5213642B2 (en) * | 1972-08-21 | 1977-04-15 | ||
| JPS4995709U (en) * | 1972-12-06 | 1974-08-19 | ||
| JPS595734B2 (en) * | 1979-10-29 | 1984-02-07 | 日立金属株式会社 | Connection method between column base of steel frame structure and foundation concrete |
| JPS61136011U (en) * | 1985-02-13 | 1986-08-25 | ||
| JPS63112543A (en) * | 1986-10-30 | 1988-05-17 | Nippon Shokubai Kagaku Kogyo Co Ltd | Production of alkoxycarbonyl-substituted phenoxyethylamines |
| JPS63112543U (en) * | 1987-01-14 | 1988-07-20 |
-
1988
- 1988-09-07 JP JP63223877A patent/JPH0745731B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0270826A (en) | 1990-03-09 |
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