JP3367893B2 - Pier - Google Patents
PierInfo
- Publication number
- JP3367893B2 JP3367893B2 JP07711598A JP7711598A JP3367893B2 JP 3367893 B2 JP3367893 B2 JP 3367893B2 JP 07711598 A JP07711598 A JP 07711598A JP 7711598 A JP7711598 A JP 7711598A JP 3367893 B2 JP3367893 B2 JP 3367893B2
- Authority
- JP
- Japan
- Prior art keywords
- pier
- steel pipe
- short
- pillars
- brace
- 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 - Fee Related
Links
Landscapes
- Foundations (AREA)
- Revetment (AREA)
Description
【発明の詳細な説明】
【０００１】
【発明の属する技術分野】本発明は床組が鋼管杭等で支
持された桟橋に関するものである。
【０００２】
【従来の技術】従来の桟橋は、図６に示すように、鋼管
杭等の脚柱２１で床組２２を支持する構成のものが多く
構築されている。この桟橋２０は脚柱２１で鉛直荷重を
支えるとともに、地震時の水平外力にも抵抗する構造と
なっている。したがって、地震時には床組２２と脚柱２
１の接合部付近と、海底面から１／βの位置に最大曲げ
モーメントが発生し、この大きさから必要な脚柱径が決
定されている。前記のβは同図に示した式によって算出
される。
【０００３】
【発明が解決しようとする課題】上記のような桟橋は、
脚柱に作用する最大曲げモーメントによって必要な脚柱
径が決定されているため、該径が大きくならざるを得な
かった。
【０００４】本発明は上記のような問題に鑑みてなされ
たものであり、その目的は、脚柱に作用する最大曲げモ
ーメントを低減して脚柱の負担を軽減するとともに、必
要な脚柱径を大幅に小さくすることである。
【０００５】
【課題を解決するための手段】以上の課題を解決するた
めの手段である本発明の桟橋は、床板の下面に長辺方向
の長尺梁と短辺方向の短尺梁とが格子状に形成され床組
が、前記長尺梁と短尺梁とに接合された脚柱で支持さ
れ、水面から突出した長尺梁方向の脚柱間と、水面から
突出した短尺梁方向の脚柱間とに斜材としての制震ブレ
ースが設けられ、制震ブレースは低降伏点鋼の芯材がコ
ンクリートで覆われたことを特徴とする。
【０００６】本発明によれば、地震時において制震ブレ
ースが降伏することによって水平力を吸収して脚柱に作
用する曲げモーメントを大幅に低減させる。制震ブレー
スの取り付け、および取り替えが簡単にできるととも
に、既存の桟橋にも容易に取り付けられる。制震ブレー
スの圧縮時における座屈を防止して安定した覆歴性状を
示すとともに、水による劣化も防いでいる。
【０００７】
【０００８】
【０００９】
【００１０】
【００１１】
【発明の実施の形態】以下に、本発明における桟橋の実
施の形態を図面に基づいて詳細に説明する。図１は桟橋
の縦断面図、図２は図１のＡ−Ａ線断面図、図３の
（１）は制震ブレースの取り付け状態の正面図、（２）
は同断面図である。
【００１２】桟橋１はコンクリート製の床組２が鋼管杭
３の脚柱４で支持されて構成されている。前記床組２は
床板５の下面に長辺方向の長尺梁６ａと短辺方向の短尺
梁６ｂとが格子状に形成され、これらの梁６ａ、６ｂに
鋼管杭３が接合されている。鋼管杭３は５本一列のもの
が３列並列して支持基盤７に打設され、縦列方向（長尺
梁方向）の鋼管杭３間に斜材としての制震ブレース８が
取り付けられている。
【００１３】制震ブレース８は低降伏点鋼の芯材９がコ
ンクリート１０で被覆して形成され、鋼管杭３の突材１
１にボルト１２で接合されている。このように芯材９の
外側をコンクリート１０で被覆したことにより、圧縮時
における芯材９の座屈を防止するとともに、水による劣
化も防いでいる。この制震ブレース８の取り付け本数は
地震時における水平力の負担率によって決定する。
【００１４】このように鋼管杭３間に取り付けられた制
震ブレース８は、地震が発生すると比較的早期に降伏す
ることによって水平力を吸収して鋼管杭３の負担を低減
させる。
【００１５】図４の（２）は、同図の（１）の桟橋１に
おいて、八戸波最大加速度２００ｇａｌで地震応答解析
を行った場合の鋼管杭３に発生する最大曲げモーメント
を示したものである。これによると杭頭３ａから１／β
までの最大曲げモーメントに関しては、在来の桟橋（制
震ブレースのない図６に示す桟橋２０）と比べて２／３
程度まで低減している。以上のようなことから本願発明
の下記の効果を確認することができた。
【００１６】前記制震ブレース８は縦列方向（長尺梁方
向）の鋼管杭３間に限らず、図５の（１）に示すように
横列方向（短尺梁方向）の鋼管杭３間や、同図の（２）
に示すように縦列方向（長尺梁方向）および横列方向
（短尺梁方向）の鋼管杭３間に設けることもできる。
【００１７】
【発明の効果】地震時において制震ブレースが降伏する
ことによって水平力を吸収して脚柱に作用する曲げモー
メントが大幅に低減されるので、脚柱の径を小さくでき
る。
【００１８】制震ブレースの取り付け、および取り替え
が簡単にできるとともに、既存の桟橋にも容易に取り付
けられる。
【００１９】制震ブレースの圧縮時における座屈を防止
するとともに、水による劣化を防ぐこともできる。Description: BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a pier having a floor set supported by steel pipe piles or the like. 2. Description of the Related Art As shown in FIG. 6, many conventional piers have a construction in which a floor set 22 is supported by pillars 21 such as steel pipe piles. The pier 20 has a structure that supports vertical loads with pillars 21 and also resists horizontal external force during an earthquake. Therefore, in the event of an earthquake, the floor set 22 and the pillar 2
The maximum bending moment is generated near the joint of No. 1 and at a position 1 / β from the sea bottom, and the required pillar diameter is determined from this magnitude. The above β is calculated by the equation shown in FIG. [0003] The pier as described above is
Since the required pillar diameter is determined by the maximum bending moment acting on the pillar, the diameter must be increased. SUMMARY OF THE INVENTION The present invention has been made in view of the above problems, and has as its object to reduce the load on the pillar by reducing the maximum bending moment acting on the pillar, and to reduce the required pillar diameter. Is to be significantly reduced. [0005] The pier of the present invention, which is a means for solving the above-mentioned problems , is provided on a lower surface of a floor plate in a long side direction.
The long beam and the short beam in the short side direction are formed in a grid pattern
Are supported by pillars joined to the long beam and the short beam.
Between the pillars in the long beam direction that protrudes from the water surface and from the water surface
Damping as a diagonal between the pillars in the direction of the projecting short beam
The damping braces are made of low yield point steel core material.
It is characterized by being covered with concrete . According to the present invention, the bending moment acting on the pillar is greatly reduced by absorbing the horizontal force due to the yielding of the damping brace during an earthquake. Seismic control break
Can be easily installed and replaced
In addition, it can be easily attached to existing piers. Seismic control break
Prevents buckling during compression of
As well as preventing deterioration due to water. An embodiment of the pier according to the present invention will be described below in detail with reference to the accompanying drawings. 1 is a longitudinal sectional view of a pier, FIG. 2 is a sectional view taken along line AA of FIG. 1, FIG. 3 (1) is a front view of an attached state of a vibration control brace, (2)
Is a sectional view of the same. The pier 1 has a concrete floor set 2 supported by pillars 4 of steel pipe piles 3. In the floor set 2, a long beam 6a in the long side direction and a short beam 6b in the short side direction are formed in a lattice shape on the lower surface of the floor plate 5, and the steel pipe pile 3 is joined to these beams 6a and 6b. Three steel pipe piles 3 in a row are driven into the support base 7 in parallel with three rows, and a seismic control brace 8 as a diagonal member is attached between the steel pipe piles 3 in the column direction (long beam direction). . The damping brace 8 is formed by covering a core material 9 of low yielding point steel with concrete 10, and the projecting material 1 of the steel pipe pile 3.
1 are connected to each other by bolts 12. By covering the outside of the core material 9 with the concrete 10 in this manner, buckling of the core material 9 during compression is prevented, and deterioration by water is also prevented. The number of the seismic control brace 8 to be installed is determined by the burden ratio of the horizontal force during the earthquake. The seismic damping brace 8 attached between the steel pipe piles 3 yields relatively early when an earthquake occurs, thereby absorbing horizontal force and reducing the burden on the steel pipe piles 3. FIG. 4 (2) shows the maximum bending moment generated in the steel pipe pile 3 when the seismic response analysis is performed at the pier 1 of FIG. 4 (1) at a maximum acceleration of 200 gal in Hachinohe wave. is there. According to this, 1 / β from the pile head 3a
The maximum bending moment up to 2/3 of the conventional pier (pier 20 without damping brace shown in FIG. 6)
It has been reduced to the extent. From the above, the following effects of the present invention could be confirmed. The damping brace 8 is not limited to the space between the steel pipe piles 3 in the column direction (long beam direction), but also between the steel pipe piles 3 in the row direction (short beam direction) as shown in FIG. (2) in FIG.
As shown in (1), it can be provided between the steel pipe piles 3 in the column direction (long beam direction) and the row direction (short beam direction). According to the present invention, since the damping brace yields during an earthquake, the horizontal force is absorbed and the bending moment acting on the pillar is greatly reduced, so that the diameter of the pillar can be reduced. The damping brace can be easily attached and replaced, and can be easily attached to an existing pier. The buckling of the damping brace during compression can be prevented, and deterioration due to water can be prevented.
【図面の簡単な説明】
【図１】桟橋の縦断面図である。
【図２】図１のＡ−Ａ線断面図である。
【図３】（１）は制震ブレースを取り付けた状態の正面
図、（２）は同断面図である。
【図４】（１）は桟橋の縦断面図、（２）は鋼管杭に発
生する最大曲げモーメントを示したグラフ図である。
【図５】（１）は短尺梁方向の鋼管杭間に制震ブレース
を取り付けた底面図、（２）は短尺梁方向および長尺梁
方向の鋼管杭間に制震ブレースを取り付けた底面図であ
る。
【図６】従来の桟橋の縦断面図である。
【符号の説明】
１、２０ 桟橋
２、２１ 床組
３ 鋼管杭
４、２２ 脚柱
５ 床板
６ａ 長尺梁
６ｂ 短尺梁
７ 支持基盤
８ 制震ブレース
９ 芯材
１０ コンクリート
１１ 突材
１２ ボルトBRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a longitudinal sectional view of a pier. FIG. 2 is a sectional view taken along line AA of FIG. FIG. 3 is a front view of a state in which a vibration control brace is attached, and FIG. 3B is a sectional view of the same. 4A is a longitudinal sectional view of a pier, and FIG. 4B is a graph showing a maximum bending moment generated in a steel pipe pile. FIG. 5 (1) is a bottom view in which a vibration control brace is attached between steel pipe piles in a short beam direction, and (2) is a bottom view in which a vibration control brace is installed between steel pipe piles in a short beam direction and a long beam direction. It is. FIG. 6 is a longitudinal sectional view of a conventional pier. [Description of Signs] 1,20 Pier 2,21 Floor set 3 Steel pipe pile 4,22 Pillar 5 Floor plate 6a Long beam 6b Short beam 7 Support base 8 Damping brace 9 Core material 10 Concrete 11 Projecting material 12 Bolt
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平10−77615（ＪＰ，Ａ) 特開 平８−158474（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) E02B 3/06 E02D 27/34 ────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-10-77615 (JP, A) JP-A-8-158474 (JP, A) (58) Fields investigated (Int. Cl. 7 , DB name) E02B 3/06 E02D 27/34
Claims (1)
向の短尺梁とが格子状に形成され床組が、前記長尺梁と
短尺梁とに接合された脚柱で支持され、水面から突出し
た長尺梁方向の脚柱間と、水面から突出した短尺梁方向
の脚柱間とに斜材としての制震ブレースが設けられ、制
震ブレースは低降伏点鋼の芯材がコンクリートで覆われ
たことを特徴とする桟橋。(57) [Claims] [Claim 1] A long beam in a long side direction and a short side direction on a lower surface of a floor plate.
The short beam in the opposite direction is formed in a lattice shape, and the floor set is the same as the long beam.
It is supported by pillars connected to short beams and protrudes from the water surface
Between the pillars in the long beam direction and the short beam projecting from the water surface
A seismic control brace is provided between the pillars of
The seismic brace has a low yield point steel core covered with concrete.
A pier characterized by the fact that:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP07711598A JP3367893B2 (en) | 1998-03-25 | 1998-03-25 | Pier |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP07711598A JP3367893B2 (en) | 1998-03-25 | 1998-03-25 | Pier |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11269845A JPH11269845A (en) | 1999-10-05 |
| JP3367893B2 true JP3367893B2 (en) | 2003-01-20 |
Family
ID=13624799
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP07711598A Expired - Fee Related JP3367893B2 (en) | 1998-03-25 | 1998-03-25 | Pier |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3367893B2 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002105970A (en) * | 2000-09-28 | 2002-04-10 | Daiwa House Ind Co Ltd | Base isolation building |
-
1998
- 1998-03-25 JP JP07711598A patent/JP3367893B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH11269845A (en) | 1999-10-05 |
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