JP3695157B2 - Unbonded anchor bolt with exposed column base - Google Patents

Unbonded anchor bolt with exposed column base Download PDF

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JP3695157B2
JP3695157B2 JP19619998A JP19619998A JP3695157B2 JP 3695157 B2 JP3695157 B2 JP 3695157B2 JP 19619998 A JP19619998 A JP 19619998A JP 19619998 A JP19619998 A JP 19619998A JP 3695157 B2 JP3695157 B2 JP 3695157B2
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anchor bolt
strength
sectional area
column base
unbonded
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信敬 桑野
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日鐵建材工業株式会社
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Description

【０００１】
【発明の属する技術分野】
この発明は、鉄骨柱の定着に実施される露出型柱脚においてベースプレートを固定するアンボンドタイプのアンカーボルトの機能及び強度設計の技術分野に属する。
【０００２】
【従来の技術】
出願人は、先に図１のように構成された露出型柱脚を提案している。
即ち、コンクリート基礎１の中に予め複数本のアンボンドタイプのアンカーボルト２…が垂直に埋設される。このアンカーボルト２の軸部２ａにコンクリート基礎１とは付着しないようにアンボンド処理が施され、下端のネジ部２ｂにはコンクリート基礎への定着板８が上下のナット１０で挟んで固定されている。上端のネジ部２ｃはコンクリート基礎１の上面から突き出し、更に鉄骨柱３のベースプレート４のボルト孔をも貫通してその上方へ突き出し、ナット６をねじ込んで締め付け固定できるように配置されている。因みにアンカーボルト２の有効長さは、軸部２ａの直径をＤとするとき、通例２０Ｄ位の大きさとされる。図１中の符号５はベースプレート４のレベル出し用の先行モルタル、符号９は外枠、符号７は充填モルタルである。
【０００３】
【発明が解決しようとする課題】
上記図１に基いて説明したように、鉄骨柱の露出型柱脚におけるアンボンドタイプのアンカーボルト２は、その軸部２ａが弾性域及び塑性域で十分な伸び変形能力を発揮することが最低限度の「基本条件」とされ、そのように設計し実施されている。即ち、アンボンドタイプのアンカーボルトは、地震エネルギーに対して軸部２ａが塑性域で十分に大きい伸び能力を発揮して耐えることを期待している。たとえ軸部２ａが伸びても、その後にナット６を更に締め込む所謂「増す締め」を行うことによって復旧が可能だからである。
【０００４】
従って、アンボンドタイプのアンカーボルトは、軸部２ａが塑性域において伸び変形能力を発揮している間において、ネジ部２ｃは降伏に至らない状態で耐え、ネジ形状の健全性を維持することが「前提条件」となる。ネジ部２ｃが降伏するとネジ山が変形し、その後ナット６が回らなくなり「増す締め」ができないからである。
【０００５】
しかし、従来一般に使用されているアンボンドタイプのアンカーボルトのネジ部は、図２に例示したように所謂直切りボルトであり、通例軸部２ａの直径Ｄとネジ部２ｃの外径ｄ3が同じである。このため、ネジ部２ｃの強度が軸部２ａの強度よりも実質的に小さく、前記の「前提条件」を満たし得ないという欠点があった。図２中の符号ｄ2はネジの有効径、ｄ1は谷径である。
【０００６】
従来、アンボンドタイプのアンカーボルトのネジ部外径を軸部外径よりも大きくすること、又はネジ部の材質強度を軸部の材質強度よりも大きく製作することについて記載した文献等は公知に属する。しかし、ネジ部の強度と軸部の強度の密接な関連性とそれぞれの強度の具体的に採用するべき数値等について言及したものは見当たらない。
【０００７】
前記した「前提条件」は大切ではあるが、だからといってネジ部の強度が大きすぎる、所謂過剰品質にすることは、アンカーボルトの経済設計の観点からは避けるべきである。
【０００８】
従って、本発明の目的は、アンボンドタイプのアンカーボルトにおけるネジ部の強度を、軸部の強度よりも過剰品質とならない一定範囲内で大きく構成して、経済性が高く、しかもアンボンドタイプのアンカーボルトに期待される本来の耐力性、耐震性の機能を十分に期待できるアンボンドタイプのアンカーボルトを提供することである。
【０００９】
本発明の更なる目的は、アンカーボルトの材料（通例ＳＳ４００，ＳＳ４９０，ＳＳ５５０など）は、一般的に降伏比（降伏点又は耐力と極限強さとの比、以下同じ。）が８０％以下で、実質的には７５％であるから、ネジ部の強度が軸部の強度の１／０．７５倍であれば、およそ軸部の破断応力（極限強さ）近くまでネジ部は降伏することなくネジ形状の健全性を維持し、例えば地震後にアンカーボルトが伸びた分だけナットの「増す締め」を行えば、容易に露出柱脚の復旧が可能となること、そして、軸部の伸び能力を保証するため、安全率を１０％とってネジ部の強度を１／０．９倍とした場合にも実用に耐え得ることにそれぞれ着眼して、アンボンドタイプのアンカーボルトにおけるネジ部の強度を、軸部の強度よりも前述した１／０．７５〜１／０．９倍の範囲内で大きく構成した、露出型柱脚におけるアンボンドタイプのアンカーボルトを提供することである。
【００１０】
【課題を解決するための手段】
上述した課題を解決するための手段として、請求項１記載の発明に係る露出型柱脚のアンボンドタイプのアンカーボルトは、
露出型柱脚のベースプレートを固定するアンボンドタイプのアンカーボルトにおいて、
ネジ部の強度が、軸部の強度の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする。
【００１１】
請求項２記載の発明は、請求項１に記載した露出型柱脚のアンボンドタイプのアンカーボルトにおいて、
ネジ部と軸部の材料が同一で一体の構成であり、ネジ部の有効径断面積が軸部の断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする。
【００１２】
請求項３記載の発明は、請求項２に記載した露出型柱脚のアンボンドタイプのアンカーボルトにおいて、
アンカーボルトのネジ部分がアプセット法により太径に成形され、その有効径断面積が軸部の断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする。
【００１３】
請求項４記載の発明は、請求項２に記載した露出型柱脚のアンボンドタイプのアンカーボルトにおいて、
ネジ部のネジは転造加工法又は切削加工法で製作され、軸部は切削加工法により製作して、ネジ部の有効径断面積が軸部の断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする。
【００１４】
請求項５記載の発明は、請求項１に記載した露出型柱脚のアンボンドタイプのアンカーボルトにおいて、
ネジ部と軸部は異なる材料で、両者を一連に接合して構成されており、ネジ部の材料と軸部の材料は次式の強度範囲内であることを特徴とする。
１／０．９＜｛ネジ部の材料の降伏点×ネジ部の有効断面積／軸部の材料の降伏点×軸部の断面積｝＜１／０．７５
【００１５】
【発明の実施の形態及び実施例】
請求項１記載の発明に係る露出型柱脚のアンボンドタイプのアンカーボルトは、ネジ部の強度を、軸部の強度よりも過剰品質とならない限度の一定範囲内で大きくすること、即ち、ネジ部の強度が、軸部の強度の１／０．７５〜１／０．９倍の範囲内で大きく構成された実施形態を特徴とする。因みに前記１／０．７５〜１／０．９倍の範囲を換言すれば、ネジ部の強度が軸部の強度の１．３３…乃至１，１１…倍の範囲内で大きい構成を意味する。
【００１６】
前記のようにネジ部と軸部の強度範囲を具体的に特定した根拠は、既に本発明の目的の項で概説したように、アンカーボルトの材料（通例ＳＳ４００，ＳＳ４９０，ＳＳ５５０など）は、一般的に降伏比（降伏点又は耐力と極限強さとの比、以下同じ。）が８０％以下で、実質的には７５％である。そこで、ネジ部の強度の上限が軸部の強度の１／０．７５倍であれば、およそ軸部の破断応力（極限強さ）近くまでネジ部は降伏することなくネジ形状の健全性を維持することになる。そこで例えば地震後にアンカーボルトが伸びた分だけナットの「増す締め」を行えば、容易に露出柱脚の復旧が可能となる。
【００１７】
ところが、ネジ部の強度を前記１／０．７５倍以上に大きくしてもさしたる利点はなく、逆に製作費用の増大、或いは納まり上の不都合の発生の心配さえある。一方、軸部の伸び能力を保証するため、安全率を１０％とってネジ部の強度の下限を１／０．９倍とした場合にも、実用に耐え得ることは明かである。
【００１８】
以上の理由により、アンボンドタイプのアンカーボルトにおけるネジ部の強度は、同軸部の強度よりも前述した１／０．７５〜１／０．９倍の範囲内で大きく構成することが理想的、且つ合理的な訳である。
【００１９】
次に、請求項２記載の発明は、前記請求項１に記載した露出型柱脚のアンボンドタイプのアンカーボルトのネジ部と軸部の材料が同一で一体の構成である場合に、例えば図３Ａ、Ｂに例示したように、ネジ部２ｃの有効径Ｄ2 の断面積が軸部２ａの断面積を１／０．７５〜１／０．９倍の範囲内で大きく構成することにより好適に実施される。
【００２０】
請求項３記載の発明は、前記請求項２に記載した発明と同じく、ネジ部と軸部の材料が同一で一体の構成である場合に、アンカーボルトのネジ部２ｃの有効径Ｄ2の断面積が軸部２ａの断面積の１／０．７５〜１／０．９倍の範囲内で大きい構成の異なる実施形態として、図３Ａ、Ｂには同アンカーボルトの両端又は少なくとも上端のネジ部分を、公知、周知の技術であるアプセット法により、ネジ部２ｃの有効径Ｄ2の断面積が、軸部２ａの断面積の１／０．７５〜１／０．９倍の範囲内であるように予め太径Ｄ3に成形し（図３Ａ）、この太径部分にネジ切り加工することにより、ネジ部２ｃの有効径Ｄ2の断面積が、軸部２ａの断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成された実施例を示している。
【００２１】
請求項４記載の発明は、同じく請求項２に記載した発明に係る露出型柱脚のアンボンドタイプのアンカーボルトの異なる実施形態として、ネジ部２ｃのネジは転造加工法又は切削加工法で製作され、軸部は切削加工法により製作して、ネジ部の有効径断面を軸部の断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成されている。
【００２２】
更に、請求項５記載の発明は、やはり請求項１に記載した発明に係る露出型柱脚のアンボンドタイプのアンカーボルトの異なる実施形態であって、図４に一例を示したように、ネジ部２ｃと軸部２ａは異なる強度の材料Ｅ、Ｆで構成するものとし、前記異なる二種の材料Ｅ、Ｆは、例えば摩擦圧接等の手段により両者を一連に接合して構成する。そして、この場合のネジ部２ｃの材料Ｅと軸部２ａの材料Ｆは、次式の強度範囲内で製作することを特徴とする。
１／０．９＜｛ネジ部２ｃの材料Ｅの降伏点×ネジ部２ａの有効断面積／軸部２ａの材料Ｆの降伏点×軸部の断面積｝＜１／０．７５
【００２３】
【発明が奏する効果】
請求項１〜５記載の発明に係る露出型柱脚のアンボンドタイプのアンカーボルトは、そのネジ部の強度を、軸部の強度よりも過剰品質とならない一定範囲内で大きく構成したので、経済性が高いことは勿論のこと、アンボンドタイプのアンカーボルトに期待される本来の耐力性、耐震性の機能及び伸び能力を十分に期待でき、例えば地震後にアンカーボルトの軸部が伸びた分だけナットの「増す締め」を行うことにより、容易に露出柱脚の復旧が可能となる。
【００２４】
また、本発明に係る露出型柱脚のアンボンドタイプのアンカーボルトは、ネジ部の強度が軸部の強度の１／０．７５倍〜１／０．９倍としたので、およそ軸部の破断応力（極限強さ）近くまでネジ部は降伏することなくネジ形状の健全性を維持し、地震後にアンカーボルトが伸びた分だけナットの「増す締め」を容易に可能ならしめて露出柱脚の復旧を可能とする。
【図面の簡単な説明】
【図１】本発明に係る露出型柱脚のアンボンドタイプのアンカーボルトの使用例を示した断面図である。
【図２】アンボンドタイプのアンカーボルトのネジ部分を拡大した説明図である。
【図３】Ａはアンボンドタイプのアンカーボルトのネジ部分を太径としたネジ切り前の説明図、Ｂはネジ切り後の説明図である。
【図４】請求項５記載の発明に係るアンボンドタイプのアンカーボルトのネジ部分の断面図である。
【符号の説明】
４ ベースプレート
２ アンカーボルト
２ｃ ネジ部
６ ナット[0001]
BACKGROUND OF THE INVENTION
The present invention belongs to the technical field of function and strength design of an unbonded anchor bolt that fixes a base plate in an exposed column base that is used for fixing a steel column.
[0002]
[Prior art]
The applicant has previously proposed an exposed column base constructed as shown in FIG.
That is, a plurality of unbonded anchor bolts 2 are vertically embedded in the concrete foundation 1 in advance. An unbonding process is performed on the shaft portion 2a of the anchor bolt 2 so as not to adhere to the concrete foundation 1, and a fixing plate 8 to the concrete foundation is sandwiched and fixed between upper and lower nuts 10 on the lower screw portion 2b. . The screw portion 2c at the upper end protrudes from the upper surface of the concrete foundation 1, and further passes through the bolt hole of the base plate 4 of the steel column 3 so as to protrude upward, and is arranged so that the nut 6 can be screwed and fixed. Incidentally, the effective length of the anchor bolt 2 is usually about 20D when the diameter of the shaft portion 2a is D. Reference numeral 5 in FIG. 1 denotes a preceding mortar for leveling the base plate 4, reference numeral 9 denotes an outer frame, and reference numeral 7 denotes a filling mortar.
[0003]
[Problems to be solved by the invention]
As described with reference to FIG. 1 above, the unbonded anchor bolt 2 in the exposed column base of the steel column has a minimum degree that its shaft portion 2a exhibits sufficient elongation and deformation capability in an elastic region and a plastic region. Is designed and implemented as such. That is, the unbonded type anchor bolt is expected to withstand the earthquake energy with the shaft portion 2a exhibiting a sufficiently large elongation capability in the plastic region. This is because even if the shaft portion 2a extends, it can be recovered by performing so-called “increase tightening” in which the nut 6 is further tightened thereafter.
[0004]
Therefore, the unbonded anchor bolt can withstand the threaded portion 2c in a state where it does not yield and maintain the soundness of the screw shape while the shaft portion 2a exhibits the elongation deformation capability in the plastic region. It is a precondition. This is because when the threaded portion 2c yields, the thread is deformed, and the nut 6 does not turn thereafter, so that "increase tightening" cannot be performed.
[0005]
However, the threaded portion of the unbonded type of anchor bolt used in the prior art generally is a so-called straight cutting bolt as illustrated in FIG. 2, the outer diameter d 3 is the same diameter D and a screw portion 2c of the customary shaft portion 2a It is. For this reason, the strength of the screw portion 2c is substantially smaller than the strength of the shaft portion 2a, and there is a drawback that the above-mentioned “precondition” cannot be satisfied. In FIG. 2, the symbol d 2 is the effective diameter of the screw, and d 1 is the valley diameter.
[0006]
Conventionally, literatures and the like that describe making an outer diameter of a screw portion of an unbonded anchor bolt larger than an outer diameter of a shaft portion or manufacturing a material strength of a screw portion larger than a material strength of a shaft portion are well known. . However, there is no mention of the close relationship between the strength of the screw portion and the strength of the shaft portion and the numerical values to be specifically adopted for each strength.
[0007]
Although the above-mentioned “preconditions” are important, the strength of the threaded portion is too high, and so-called excessive quality should be avoided from the viewpoint of economic design of anchor bolts.
[0008]
Therefore, an object of the present invention is to make the strength of the threaded portion of the unbonded anchor bolt large within a certain range that does not become excessive quality compared to the strength of the shaft portion, and is highly economical and unbonded anchor bolt. It is to provide an unbonded type anchor bolt that can sufficiently expect the original strength resistance and seismic resistance functions expected in Japan.
[0009]
A further object of the present invention is that anchor bolt materials (usually SS400, SS490, SS550, etc.) generally have a yield ratio (ratio of yield point or proof strength to ultimate strength, the same shall apply hereinafter) of 80% or less, Since it is substantially 75%, if the strength of the screw portion is 1 / 0.75 times the strength of the shaft portion, the screw portion will not yield to near the breaking stress (extreme strength) of the shaft portion. Maintaining the soundness of the screw shape, for example, if the nut is "tightened" by the amount that the anchor bolt has been stretched after an earthquake, the exposed column base can be easily restored, and the shaft can be stretched. In order to guarantee, the safety factor is 10% and the strength of the screw part in the unbonded anchor bolt is focused on that it can withstand practical use even when the strength of the screw part is 1 / 0.9 times. 1 / mentioned above than the strength of the shaft It was largely composed within the .75～1 / 0.9, to provide a Unbonded type of the anchor bolt in the exposed type column base.
[0010]
[Means for Solving the Problems]
As means for solving the above-mentioned problems, an unbonded anchor bolt of an exposed column base according to the invention of claim 1 is provided.
In the unbonded anchor bolt that fixes the base plate of the exposed column base,
The strength of the screw portion is large within the range of 1 / 0.75 to 1 / 0.9 times the strength of the shaft portion.
[0011]
The invention according to claim 2 is the unbonded anchor bolt of the exposed column base according to claim 1,
The material of the screw part and the shaft part is the same and integrated, and the effective diameter cross-sectional area of the screw part is large within the range of 1 / 0.75 to 1 / 0.9 times the cross-sectional area of the shaft part. It is characterized by being.
[0012]
The invention described in claim 3 is the unbonded anchor bolt of the exposed column base described in claim 2,
The threaded part of the anchor bolt is formed into a large diameter by the upset method, and the effective diameter cross-sectional area is configured to be large within the range of 1 / 0.75 to 1 / 0.9 times the cross-sectional area of the shaft part. Features.
[0013]
The invention according to claim 4 is the unbonded type anchor bolt of the exposed type column base according to claim 2,
The screw of the thread portion is manufactured by a rolling method or a cutting method, the shaft portion is manufactured by a cutting method, and the effective diameter sectional area of the thread portion is 1 / 0.75 to 1/1 of the sectional area of the shaft portion. It is characterized by being configured to be large within a range of 0.9 times.
[0014]
The invention according to claim 5 is the unbonded type anchor bolt of the exposed type column base according to claim 1,
The screw part and the shaft part are made of different materials and are joined together in series, and the material of the screw part and the material of the shaft part are within the strength range of the following formula.
1 / 0.9 <{yield point of material of screw part × effective cross-sectional area of screw part / yield point of material of shaft part × cross-sectional area of shaft part} <1 / 0.75
[0015]
BEST MODE FOR CARRYING OUT THE INVENTION
In the unbonded anchor bolt of the exposed column base according to the invention of claim 1, the strength of the screw portion is increased within a certain range within a limit that does not result in excessive quality than the strength of the shaft portion, that is, the screw portion. The embodiment of the present invention is characterized in that the strength of is large within the range of 1 / 0.75 to 1 / 0.9 times the strength of the shaft portion. In other words, in other words, the range of 1 / 0.75 to 1 / 0.9 times means a configuration in which the strength of the screw portion is large within the range of 1.33 to 1,11 ... times the strength of the shaft portion. .
[0016]
The basis for specifically specifying the strength range of the screw portion and the shaft portion as described above is that the material of the anchor bolt (usually SS400, SS490, SS550, etc.) is generally used as outlined in the object section of the present invention. In particular, the yield ratio (the ratio of the yield point or the proof stress to the ultimate strength, the same shall apply hereinafter) is 80% or less, substantially 75%. Therefore, if the upper limit of the strength of the screw part is 1 / 0.75 times the strength of the shaft part, the thread part does not yield to near the breaking stress (extreme strength) of the shaft part and the soundness of the screw shape is improved. Will be maintained. Thus, for example, if the nuts are "tightened" by the amount that the anchor bolts have been stretched after the earthquake, the exposed column base can be easily restored.
[0017]
However, there is no advantage that the strength of the screw portion is increased to 1 / 0.75 times or more, and conversely, there is a concern that the manufacturing cost increases or the inconvenience of the accommodation occurs. On the other hand, it is clear that even if the safety factor is 10% and the lower limit of the strength of the screw portion is 1 / 0.9 times to guarantee the elongation ability of the shaft portion, it can be practically used.
[0018]
For the above reasons, it is ideal that the strength of the screw portion in the unbonded anchor bolt is configured to be larger than the strength of the coaxial portion within the range of 1 / 0.75 to 1 / 0.9 times described above, and Reasonable translation.
[0019]
Next, the invention according to claim 2 is the case where the material of the screw portion and the shaft portion of the unbonded anchor bolt of the exposed column base described in claim 1 is the same and integrated, for example, FIG. , as illustrated in B, preferably by cross-sectional area of the effective diameter D 2 of the thread portion 2c constitute a large cross-sectional area of the shaft portion 2a in the range of 1 / 0.75 / 0.9 To be implemented.
[0020]
According to a third aspect of the invention, wherein like the invention described in claim 2, when the material of the threaded portion and the shaft portion is the configuration of the integral of the same, the effective diameter D 2 of the threaded portion 2c of the anchor bolt cross As a different embodiment having a large structure within a range of 1 / 0.75 to 1 / 0.9 times the cross-sectional area of the shaft portion 2a, FIGS. 3A and 3B show screw portions at both ends or at least the upper end of the anchor bolt. the known, by upsetting method is a known technique, the cross-sectional area of the effective diameter D 2 of the thread portion 2c, in the range of from 1 / 0.75 / 0.9 times the cross-sectional area of the shaft portion 2a molded in advance in a large diameter D 3 as (Fig. 3A), by threaded processed into the thick diameter portion, the cross-sectional area of the effective diameter D 2 of the thread portion 2c, the cross-sectional area of the shaft portion 2a 1/0 An embodiment configured to be large in the range of .75 to 1 / 0.9 times is shown.
[0021]
The invention according to claim 4 is another embodiment of the unbonded anchor bolt of the exposed column base according to the invention described in claim 2, and the screw of the screw portion 2c is manufactured by a rolling method or a cutting method. The shaft portion is manufactured by a cutting method, and the effective diameter cross section of the screw portion is configured to be large within a range of 1 / 0.75 to 1 / 0.9 times the cross sectional area of the shaft portion.
[0022]
Further, the invention described in claim 5 is a different embodiment of the unbonded anchor bolt of the exposed column base according to the invention described in claim 1 as well, as shown in an example in FIG. 2c and the shaft portion 2a are made of materials E and F having different strengths, and the two kinds of different materials E and F are formed by joining them together in series by means such as friction welding. In this case, the material E of the screw portion 2c and the material F of the shaft portion 2a are manufactured within the strength range of the following formula.
1 / 0.9 <{the yield point of the material E of the screw portion 2c × the effective cross-sectional area of the screw portion 2a / the yield point of the material F of the shaft portion 2a × the cross-sectional area of the shaft portion} <1 / 0.75
[0023]
[Effects of the invention]
Since the unbonded anchor bolt of the exposed column base according to the inventions of claims 1 to 5 is configured to have a strength of the threaded portion within a certain range that does not become excessive quality than the strength of the shaft portion, it is economical. As a matter of course, the original strength, seismic function and elongation capacity expected of unbonded anchor bolts can be fully expected. By performing “increase tightening”, the exposed column base can be easily restored.
[0024]
Further, the unbonded anchor bolt of the exposed column base according to the present invention has a thread portion strength of 1 / 0.75 times to 1 / 0.9 times that of the shaft portion, so that the shaft portion is broken approximately. The threaded part does not yield to near stress (extreme strength), and the soundness of the screw shape is maintained, and after the earthquake, the nut can be easily “tightened” to the extent that the anchor bolt has been stretched to restore the exposed column base. Is possible.
[Brief description of the drawings]
FIG. 1 is a cross-sectional view showing an example of using an unbonded anchor bolt of an exposed column base according to the present invention.
FIG. 2 is an enlarged explanatory view of a thread portion of an unbonded anchor bolt.
FIG. 3A is an explanatory diagram before threading with a threaded portion of an unbonded anchor bolt having a large diameter, and B is an explanatory diagram after threading.
4 is a cross-sectional view of a thread portion of an unbonded anchor bolt according to the invention of claim 5. FIG.
[Explanation of symbols]
4 Base plate 2 Anchor bolt 2c Screw part 6 Nut

Claims (5)

露出型柱脚のベースプレートを固定するアンボンドタイプのアンカーボルトにおいて、
ネジ部の強度が、軸部の強度の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする、露出型柱脚のアンボンドタイプのアンカーボルト。In the unbonded anchor bolt that fixes the base plate of the exposed column base,
An unbonded anchor bolt for an exposed-type column base, characterized in that the strength of the thread portion is large within the range of 1 / 0.75 to 1 / 0.9 times the strength of the shaft portion. ネジ部と軸部の材料が同一で一体の構成であり、ネジ部の有効径断面積が軸部の断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする、請求項１に記載した露出型柱脚のアンボンドタイプのアンカーボルト。The material of the screw part and the shaft part is the same and integrated, and the effective diameter cross-sectional area of the screw part is large within the range of 1 / 0.75 to 1 / 0.9 times the cross-sectional area of the shaft part. The exposed-type column base unbonded anchor bolt according to claim 1, wherein: アンカーボルトのネジ部分がアプセット法により太径に成形され、その有効径断面積が軸部の断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする、請求項２に記載した露出型柱脚のアンボンドタイプのアンカーボルト。The threaded portion of the anchor bolt is formed into a large diameter by the upset method, and the effective diameter sectional area is configured to be large within the range of 1 / 0.75 to 1 / 0.9 times the sectional area of the shaft part. The unbonded type anchor bolt of the exposed type column base according to claim 2, characterized by the above-mentioned. ネジ部のネジは転造加工法又は切削加工法で製作され、軸部は切削加工法により製作して、ネジ部の有効径断面積が軸部の断面積の１／０．７５〜１／０．９倍の範囲内で大きく構成されていることを特徴とする、請求項２に記載した露出型柱脚のアンボンドタイプのアンカーボルト。The screw of the thread portion is manufactured by a rolling method or a cutting method, the shaft portion is manufactured by a cutting method, and the effective diameter sectional area of the thread portion is 1 / 0.75 to 1/1 of the sectional area of the shaft portion. The unbonded anchor bolt for an exposed-type column base according to claim 2, wherein the anchor bolt is configured to be large within a range of 0.9 times. ネジ部と軸部は異なる材料で、両者を一連に接合して構成されており、ネジ部の材料と軸部の材料は次式の強度範囲内であることを特徴とする、請求項１に記載した露出型柱脚のアンボンドタイプのアンカーボルト。
１／０．９＜｛ネジ部の材料の降伏点×ネジ部の有効断面積／軸部の材料の降伏点×軸部の断面積｝＜１／０．７５The screw part and the shaft part are made of different materials and are joined together in series, and the material of the screw part and the material of the shaft part are within the strength range of the following formula. Unbonded anchor bolt with exposed column base as described.
1 / 0.9 <{yield point of material of screw part × effective cross-sectional area of screw part / yield point of material of shaft part × cross-sectional area of shaft part} <1 / 0.75
JP19619998A 1998-07-10 1998-07-10 Unbonded anchor bolt with exposed column base Expired - Fee Related JP3695157B2 (en)

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JP4809074B2 (en) * 2006-02-24 2011-11-02 松尾 彰 Seismic reinforcement structure and method for steel column exposed column base
CN103303814A (en) * 2013-07-01 2013-09-18 张家港市天运建筑机械有限公司 Tower footing assembly
JP2020105729A (en) * 2018-12-26 2020-07-09 大和ハウス工業株式会社 Reinforcement bar for anchor bar, anchor bar and precast concrete foundation

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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
JP2559826B2 (en) * 1988-10-21 1996-12-04 日立金属株式会社 Pillar structure
JPH0745731B2 (en) * 1988-09-07 1995-05-17 日立金属株式会社 Column base structure
JPH0814110B2 (en) * 1991-07-22 1996-02-14 日立金属株式会社 Steel column base
JP3161220B2 (en) * 1993-05-17 2001-04-25 日本鋼管株式会社 Exposed column base
JPH1025808A (en) * 1996-07-10 1998-01-27 Hitachi Metals Ltd Steel column base anchoring structure
JPH1025746A (en) * 1996-07-10 1998-01-27 Hitachi Metals Ltd Fixing structure of steel-framed column base
JP2860472B2 (en) * 1996-07-24 1999-02-24 共英製鋼株式会社 Anchor bolt and method of manufacturing the same

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