JP2002047665A - Installation method for jacket structure - Google Patents
Installation method for jacket structureInfo
- Publication number
- JP2002047665A JP2002047665A JP2000236785A JP2000236785A JP2002047665A JP 2002047665 A JP2002047665 A JP 2002047665A JP 2000236785 A JP2000236785 A JP 2000236785A JP 2000236785 A JP2000236785 A JP 2000236785A JP 2002047665 A JP2002047665 A JP 2002047665A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- jacket structure
- piles
- jacket
- underwater ground
- 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.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 26
- 238000009434 installation Methods 0.000 title claims abstract description 12
- 239000004576 sand Substances 0.000 claims description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 238000007599 discharging Methods 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 abstract description 9
- 239000010959 steel Substances 0.000 abstract description 9
- 239000013049 sediment Substances 0.000 abstract description 3
- 238000005304 joining Methods 0.000 description 9
- 238000010276 construction Methods 0.000 description 8
- 239000002689 soil Substances 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 5
- 239000004567 concrete Substances 0.000 description 5
- 238000005266 casting Methods 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 3
- 239000013535 sea water Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000005260 corrosion Methods 0.000 description 2
- 229910001069 Ti alloy Inorganic materials 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 229910052751 metal Inorganic materials 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
Landscapes
- Foundations (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、橋脚などの水上に
立設する構造物を建設する場合に、水中木曽としてのジ
ャケット構造体を水底地盤に設置するジャケット構造体
の設置方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for installing a jacket structure as an underwater Kiso on a submerged ground when constructing a structure such as a pier standing on water.
【０００２】[0002]
【従来の技術】一般に、橋梁基礎には、直接基礎、場所
打ち杭基礎、鋼管杭基礎、ケーソン基礎などが従来から
知られている。例えば、杭基礎によって建設された橋脚
では、複数本の杭が海底地盤の軟弱地盤を貫通して支持
地盤まで打ち込まれ、この各杭上に鉄筋コンクリートに
よってフーチングが構築され、このフーチングの上に橋
脚を立設し、この橋脚がフーチング内に予め埋め込まれ
たアンカーフレームにアンカーボルトにより接合されて
いる。また、ケーソン基礎によって建設された橋脚で
は、海底の支持地盤を所定広さ整地し、この地盤整地面
に内部にコンクリートが打設されたケーソンを設置し、
このケーソンの上に橋脚を立設し、この橋脚がケーソン
内に予め埋め込まれたアンカーフレームにアンカーボル
トにより接合されている。2. Description of the Related Art In general, direct foundations, cast-in-place pile foundations, steel pipe pile foundations, caisson foundations and the like are conventionally known as bridge foundations. For example, in a pier constructed with pile foundations, a plurality of piles penetrate the soft ground of the seabed ground and are driven into the supporting ground, a footing is constructed with reinforced concrete on each pile, and a pier is built on this footing. The pier is erected, and the pier is connected to an anchor frame previously embedded in the footing by an anchor bolt. In addition, in the pier constructed by the caisson foundation, the support ground on the sea floor is leveled by a predetermined area, and a caisson with concrete poured inside is installed on this ground leveling ground,
A pier is erected on the caisson, and the pier is connected to an anchor frame previously embedded in the caisson by an anchor bolt.
【０００３】ところが、このような杭基礎の場合、比較
的水深の大きい海底に橋脚を構築するときに、技術的に
困難性が伴い、高コストとなってしまうという問題があ
る。また、ケーソン基礎の場合、水深数十ｍ程度までの
海底ならば問題ないが、それよりも深い海底にあって
は、地盤整地面を形成するのに大規模な海上工事を必要
とし、高コストで工事期間も長くなり、その間に航路を
制限しなければならず、更に、支持地盤の上層に軟弱地
盤があると、地盤改良工事も必要となってしまうという
問題がある。However, in the case of such a pile foundation, there is a problem that when a pier is constructed on the seabed having a relatively large water depth, technical difficulty is involved and the cost becomes high. In the case of caisson foundations, there is no problem if the seabed is at a depth of about several tens of meters, but if it is deeper than the seabed, large-scale offshore work is required to form the ground level, and high cost is required. Therefore, there is a problem in that the construction period becomes longer, the route must be restricted during that time, and furthermore, if there is soft ground above the supporting ground, ground improvement work will also be required.
【０００４】そこで、海底地盤に鉄筋コンクリートによ
るフーチングを構築したり、内部にコンクリートが打設
されたケーソンを設置するのを不要とすることで、建設
工事の容易化や低コスト化を図ったものとしてジャケッ
ト式基礎を用いた技術がある。図１０に従来のジャケッ
ト式基礎によって建設された橋脚の概略を示す。In view of the above, construction of footings made of reinforced concrete on the seabed or the need to install a caisson in which concrete is cast inside is unnecessary, thereby facilitating construction work and reducing costs. There is a technology using a jacket-type foundation. FIG. 10 schematically shows a pier constructed with a conventional jacket-type foundation.
【０００５】従来のジャケット式基礎によって建設され
た橋脚において、図８に示すように、海底の支持地盤00
1に対して、多数のガイドパイプ002が連結部材003によ
って連結されて構成されたジャケット構造体004を設置
し、図示しない杭打ち機によって各ガイドパイプ002を
用いて複数本の杭005が支持地盤001に打ち込まれてい
る。そして、このジャケット構造体004上に鉄筋コンク
リートによってフーチング006が構築されている。この
フーチング006内には予めアンカーボルト007とアンカー
フレーム008が埋め込まれており、このフーチング006の
上に橋脚009が立設して接合されている。[0005] In a pier constructed by a conventional jacket-type foundation, as shown in FIG.
1, a jacket structure 004 composed of a number of guide pipes 002 connected by a connection member 003 is installed, and a plurality of piles 005 are supported by a plurality of guide pipes 002 by a pile driver (not shown). 001 is being driven. A footing 006 is constructed on the jacket structure 004 by reinforced concrete. An anchor bolt 007 and an anchor frame 008 are embedded in the footing 006 in advance, and a pier 009 is erected and joined on the footing 006.
【０００６】なお、このような技術は、例えば、特開昭
６１−５７７２１号公報に「マルチパイルジャケット構
造の水中基礎施工法」として開示されている。[0006] Such a technique is disclosed in, for example, Japanese Patent Application Laid-Open No. 61-57721, entitled "Method of Underwater Foundation Construction with Multipile Jacket Structure".
【０００７】[0007]
【発明が解決しようとする課題】上述した従来のジャケ
ット式基礎の場合、支持地盤001上に載置されたジャケ
ット構造体004に対して、ガイドパイプ002を用いて杭00
5を支持地盤001に打ち込んだ後、このガイドパイプ002
と杭005とを接合している。ところが、杭005はパイプ形
状をなしており、支持地盤001に打ち込まれると、この
杭005内を通って掘削土砂がせり上がり、ガイドパイプ0
02内に侵入する。従来、杭005を支持地盤001に打ち込ん
だ後、ガイドパイプ002内の土砂を排出してから、ガイ
ドパイプ002の下端部と杭005の上端部とを接合プラグや
溶接等によって接合している。しかし、この接合部に侵
入した土砂を全て排出することはできず、残留した土砂
によりガイドパイプ002と杭005を適正に接合することが
できず、接合作業が困難なものとなってしまう。In the case of the above-mentioned conventional jacket-type foundation, a pile 00 is mounted on a jacket structure 004 mounted on a supporting ground 001 by using a guide pipe 002.
5 into the support ground 001,
And the pile 005. However, the pile 005 has a pipe shape. When the pile 005 is driven into the support ground 001, excavated earth and sand rises through the pile 005, and the guide pipe 0
Enter into 02. Conventionally, after the pile 005 is driven into the support ground 001, the earth and sand in the guide pipe 002 is discharged, and then the lower end of the guide pipe 002 and the upper end of the pile 005 are joined by a joining plug or welding. However, it is not possible to discharge all of the earth and sand that has entered the joining portion, and it is not possible to properly join the guide pipe 002 and the pile 005 due to the remaining earth and sand, and the joining operation becomes difficult.
【０００８】本発明はこのような問題を解決するもので
あって、ジャケット構造物の杭ガイド部材と杭部材との
接合作業を適正に且つ容易に行うことでジャケット構造
物の設置作業の作業性の向上を図ったジャケット構造体
の設置方法を提供することを目的とする。SUMMARY OF THE INVENTION The present invention solves such a problem, and the work of installing the jacket structure is performed by appropriately and easily joining the pile guide member and the pile member of the jacket structure. It is an object of the present invention to provide a method for installing a jacket structure which improves the height.
【０００９】[0009]
【課題を解決するための手段】上述の目的を達成するた
めの請求項１の発明のジャケット構造体の設置方法は、
筒形状をなす複数の杭ガイド部材が連結部材によって一
体に連結されたジャケット構造体を所定の水底地盤に載
置し、筒形状をなす杭部材を前記杭ガイド部材内を通し
て前記水底地盤に所定深さまで打ち込んだ後、前記杭部
材の上方に内部の土砂を排出した後、該杭部材を前記水
底地盤に所定深さ打ち込むことで、前記ジャケット構造
体を前記水底地盤に固定することを特徴とするものであ
る。According to a first aspect of the present invention, there is provided a method of installing a jacket structure, comprising the steps of:
A jacket structure in which a plurality of pile guide members having a tubular shape are integrally connected by a connecting member is placed on a predetermined underwater ground, and the pile member having a tubular shape is passed through the inside of the pile guide member to a predetermined depth in the underwater ground. After being driven into the pile, after discharging the internal soil and sand above the pile member, the jacket structure is fixed to the submarine ground by driving the pile member into the submarine ground at a predetermined depth. Things.
【００１０】また、請求項２の発明のジャケット構造体
の設置方法では、前記水底地盤に載置されたジャケット
構造体に対して、前記杭部材を前記水底地盤における軟
弱層に打ち込んだ後、該杭部材内の土砂を排出し、その
後、該杭部材を支持層まで打ち込むことを特徴としてい
る。In the method of installing a jacket structure according to a second aspect of the present invention, the pile member is driven into a soft layer in the underwater ground with respect to the jacket structure placed on the underwater ground. The method is characterized in that earth and sand in the pile member is discharged, and thereafter, the pile member is driven into the support layer.
【００１１】また、請求項３の発明のジャケット構造体
の設置方法では、前記杭部材を所定深さまで打ち込んだ
後、前記杭ガイド部材の下端部周辺位置まで前記杭部材
内の土砂を排出することを特徴としている。According to a third aspect of the present invention, in the method of installing a jacket structure, after the pile member is driven to a predetermined depth, the earth and sand in the pile member is discharged to a position around a lower end of the pile guide member. It is characterized by.
【００１２】また、請求項４の発明のジャケット構造体
の設置方法では、前記杭部材内の土砂をハンマグラブに
より掘削して排出することを特徴としている。In the method of installing a jacket structure according to a fourth aspect of the present invention, the earth and sand in the pile member is excavated and discharged by a hammer club.
【００１３】また、請求項５の発明のジャケット構造体
の設置方法では、前記ジャケット構造体を所定の水域ま
で曳航して所定の水域で沈降させることで、水底地盤に
載置することを特徴としている。[0013] In the method of installing a jacket structure according to a fifth aspect of the present invention, the jacket structure is towed to a predetermined water area and settled in the predetermined water area, so that the jacket structure is placed on the underwater ground. I have.
【００１４】[0014]
【発明の実施の形態】以下、図面に基づいて本発明の実
施形態を詳細に説明する。Embodiments of the present invention will be described below in detail with reference to the drawings.
【００１５】図１に本発明の一実施形態に係るジャケッ
ト構造体によって構築された橋脚の概略、図２に本実施
形態のジャケット構造体の概略、図３及び図４にジャケ
ット構造体による橋脚の構築作業を表す概略、図５に本
実施形態のジャケット構造体の設置方法における杭打設
作業を表す概略を示す。FIG. 1 is a schematic view of a pier constructed by a jacket structure according to an embodiment of the present invention, FIG. 2 is a schematic view of a jacket structure of the present embodiment, and FIGS. FIG. 5 schematically illustrates a construction operation, and FIG. 5 schematically illustrates a pile driving operation in the installation method of the jacket structure according to the present embodiment.
【００１６】図１に示すように、本実施形態のジャケッ
ト構造体１１は、上部の軟弱地盤と下部の支持地盤とか
ら構成される図示しない水底地盤上に設置して構造物と
しての橋桁３１の橋脚３２を建設するためのものであ
る。即ち、このジャケット構造体１１は、連結部材１２
によって連結された複数の杭ガイド部材（レグ）１３，
１４と、この各杭ガイド部材１３，１４の上端集合部に
装着された中空形状をなすフーチング１５とから構成さ
れている。As shown in FIG. 1, a jacket structure 11 of the present embodiment is installed on a not-shown underwater ground composed of an upper soft ground and a lower supporting ground, and is provided with a bridge girder 31 as a structure. It is for constructing the pier 32. That is, the jacket structure 11 is
Pile guide members (legs) 13, connected by
14 and a hollow footing 15 attached to the upper end gathering portion of each of the pile guide members 13, 14.
【００１７】このジャケット構造体１１について詳細に
説明すると、図１及び図２に示すように、フーチング１
５は上鋼板１６と下鋼板（図示略）と４枚の外周鋼板１
８により矩形箱型形状に形成されており、中央部寄りに
直杭用の４つの杭ガイド部材１３の上端部が貫入し、外
側に斜杭用の４つの杭ガイド部材１４の上端部が貫入し
ている。この杭ガイド部材１３，１４は所定長さの円筒
形状をなし、杭ガイド部材１３に対して杭ガイド部材１
４は下部が外方に広がっており、各杭ガイド部材１３，
１４同志が複数の連結部材１２によって一体に連結され
ている。このガイド部材１３，１４は、ジャケット構造
体１１が水底地盤上に設置されたときに、ガイドとして
直杭１９及び斜杭２０をこの水底地盤に打ち込むための
ものである。The jacket structure 11 will be described in detail. As shown in FIGS.
5 is an upper steel plate 16, a lower steel plate (not shown), and four outer steel plates 1
8, the upper ends of the four pile guide members 13 for straight piles penetrate near the center and the upper ends of four pile guide members 14 for slant piles penetrate outside. are doing. The pile guide members 13 and 14 have a cylindrical shape with a predetermined length, and the pile guide member 1 is
4 has a lower portion extending outward, and each pile guide member 13,
The fourteen members are integrally connected by a plurality of connecting members 12. The guide members 13 and 14 are for driving the straight piles 19 and the inclined piles 20 as guides into the underwater ground when the jacket structure 11 is installed on the underwater ground.
【００１８】各杭ガイド部材１３，１４の上端部はフー
チング１５の上鋼板１６及び下鋼板に貫入して上方に開
口しているが、このフーチング１５の内部には図示しな
い複数の縦梁部材が格子状に配設され、杭ガイド部材１
３，１４がフーチング１５の内面に連結支持されてい
る。また、フーチング１５内には橋脚３２の下部が貫入
してそれぞれ縦梁部材に連結支持され、 このフーチン
グ１５から上方に向けて橋脚３２が立設されることとな
る。The upper end of each of the pile guide members 13 and 14 penetrates the upper steel plate 16 and the lower steel plate of the footing 15 and opens upward. Inside the footing 15, a plurality of vertical beam members (not shown) are provided. Arranged in a lattice pattern, pile guide member 1
3 and 14 are connected and supported on the inner surface of the footing 15. The lower part of the pier 32 penetrates into the footing 15 and is connected to and supported by a vertical beam member. The pier 32 is erected upward from the footing 15.
【００１９】また、このジャケット構造体１１が水底地
盤に設置されたとき、フーチング１５が飛沫帯に位置す
るように構成されており、このフーチング１５の外周部
に防食処理が施されており、この防食処理としては、例
えば、表面にチタン合金などの高耐食性金属を固定した
り、被覆コンクリートを介して犠牲鋼板を固定するよう
にしている。When the jacket structure 11 is installed on the underwater ground, the footing 15 is configured to be located in the splash zone, and the outer periphery of the footing 15 is subjected to anticorrosion treatment. As the anti-corrosion treatment, for example, a high corrosion-resistant metal such as a titanium alloy is fixed on the surface, or a sacrificial steel plate is fixed via coated concrete.
【００２０】ここで、上述したジャケット構造体１１を
用いた橋桁３１及び橋脚３２の建設工法について、図３
乃至図５を用いて説明する。Here, the construction method of the bridge girder 31 and the pier 32 using the above-mentioned jacket structure 11 will be described with reference to FIG.
This will be described with reference to FIGS.
【００２１】図３(ａ)に示すように、ジャケット構造体
１１は所定の工場のドック４１にて製作されており、製
作が完了するとドック４１内に海水を入れてこのジャケ
ット構造体１１を浮上させる。この場合、図３(ｂ)に示
すように、ジャケット構造体１１は中空形状をなすフー
チング１５により浮力を得ると共に、各杭ガイド部材１
３，１４内に上端部から圧力空気を供給（圧気）するこ
とで浮力を得て、ジャケット構造体１１を海上４２に浮
かべて全体のバランスをとっている。そして、前後一対
の曵船４３によって海上４２に浮かんだジャケット構造
体１１を牽引し、設置場所まで運搬する。As shown in FIG. 3 (a), the jacket structure 11 is manufactured at a dock 41 in a predetermined factory, and when the manufacture is completed, seawater is put into the dock 41 to lift the jacket structure 11. Let it. In this case, as shown in FIG. 3 (b), the jacket structure 11 obtains buoyancy by the footing 15 having a hollow shape, and each of the pile guide members 1
Buoyancy is obtained by supplying pressurized air (pressurized air) into the insides 3 and 14, and the jacket structure 11 is floated on the sea 42 to maintain the overall balance. Then, the jacket structure 11 floating on the sea 42 is pulled by the pair of front and rear tugboats 43 and transported to the installation location.
【００２２】そして、ジャケット構造体１１が設置場所
まで曳航されると、図４(ａ)に示すように、杭ガイド部
材１３，１４内へ注水を行うことで、ジャケット構造体
１１のバランスをとりながら沈めていき、水底地盤Ｇに
位置決め載置する。このようにジャケット構造体１１が
水底地盤Ｇの所定の位置に位置決めされると、まず、こ
のジャケット構造体１１の上部に搭載した杭打ちハンマ
４４を用いてジャケット構造体１１の杭ガイド部材１３
内に直杭１９を挿入し、この杭打ちハンマ４４により直
杭１９を水底地盤Ｇへ打ち込んでいく。次に、図４(ｂ)
に示すように、杭打ちハンマ４４を用いてジャケット構
造体１１の杭ガイド部材１４内に斜杭２０を挿入し、こ
の杭打ちハンマ４４により斜杭２０を水底地盤Ｇ（支持
地盤）へ打ち込んでいく。When the jacket structure 11 is towed to the installation location, as shown in FIG. 4A, water is injected into the pile guide members 13 and 14 to balance the jacket structure 11. It is positioned and placed on the underwater ground G. When the jacket structure 11 is positioned at a predetermined position on the underwater ground G as described above, first, the pile guide member 13 of the jacket structure 11 is used by using the pile driving hammer 44 mounted on the upper portion of the jacket structure 11.
The straight pile 19 is inserted into the inside, and the straight pile 19 is driven into the underwater ground G by the pile driving hammer 44. Next, FIG.
As shown in FIG. 7, the slant pile 20 is inserted into the pile guide member 14 of the jacket structure 11 using the pile driving hammer 44, and the slant pile 20 is driven into the water bottom ground G (support ground) by the pile driving hammer 44. Go.
【００２３】この杭打ち作業では、事前に排水ポンプ等
により杭ガイド部材１３，１４内の海水を排出した後、
杭１９，２０の打設作業を２回に分けて行い、その間に
杭１９，２０内の土砂排出を行う。即ち、図５(ａ)に示
すように、水底地盤Ｇは支持層Ｇ2 の上に軟弱層Ｇ1 が
形成されてなり、杭打ちハンマ４４を用いた１次打設で
は、直杭１９の下端部が軟弱層Ｇ1 を貫通して支持層Ｇ
2 に届くまで行う。すると、直杭１９内には軟弱層Ｇ1
の土砂が水底地盤Ｇの上方までせり上がってくる。ここ
で、直杭１９の１次打設を中断し、図５(ｂ)に示すよう
に、クレーン付台船５１（図４(ａ)参照）を操作してハ
ンマグラブ５２を直杭１９内に下降し、この直杭１９内
の土砂を掘削して外部に排出する。そして、直杭１９内
の土砂が下方まで排出されると掘削を終了し、再び、図
５(ｃ)に示すように、杭打ちハンマ４４を用いて２次打
設を行い、直杭１９を支持層Ｇ2 の所定深さまでに貫入
させる。In this pile driving operation, after seawater in the pile guide members 13 and 14 has been discharged by a drain pump or the like in advance,
The work for placing the piles 19 and 20 is performed in two parts, during which the earth and sand in the piles 19 and 20 are discharged. That is, as shown in FIG. 5A, the underwater ground G has a soft layer G 1 formed on the support layer G 2 , and in the primary driving using the pile driving hammer 44, supporting layer G lower end through the soft layer G 1
Repeat until you reach 2 . Then, in the straight pile 19, the soft layer G 1
Of earth and sand rises above the underwater ground G. Here, the primary driving of the straight pile 19 is interrupted, and the barge with crane 51 (see FIG. 4 (a)) is operated to move the hammer club 52 into the straight pile 19 as shown in FIG. It descends and excavates the earth and sand in the straight pile 19 and discharges it to the outside. Then, when the earth and sand in the straight pile 19 is discharged to the lower side, the excavation is finished, and as shown in FIG. to penetrate the predetermined depth of the support layer G 2.
【００２４】この杭打ち作業により各杭ガイド部材１
３，１４を介して直杭１９及び斜杭２０が水底地盤Ｇの
所定深さまでへ打ち込まれると、直杭１９及び斜杭２０
が長ければ切断し、杭ガイド部材１３，１４の下端部と
各杭１９，２０の上端部とを接合プラグや溶接等によっ
て連結固定し、各杭１９，２０の内部にコンクリートを
打設することで、ジャケット構造体１１を水底地盤Ｇに
固定することができる。そして、このように杭打ち作業
が完了して多数の杭１９，２０によってジャケット構造
体１１が水底地盤Ｇに設置されると、図４(ｃ)に示すよ
うに、ジャケット構造体１１の上部に橋脚３２を延仲し
て橋桁３１を建設する。By this pile driving operation, each pile guide member 1
When the straight pile 19 and the inclined pile 20 are driven to a predetermined depth of the underwater ground G via the third and the 14th, the straight pile 19 and the inclined pile 20 are driven.
If the length is long, cut and fix the lower ends of the pile guide members 13 and 14 and the upper ends of the piles 19 and 20 by joining plugs or welding, etc., and cast concrete inside the piles 19 and 20. Thus, the jacket structure 11 can be fixed to the underwater ground G. Then, when the pile driving operation is completed and the jacket structure 11 is installed on the underwater ground G by the large number of piles 19 and 20 in this manner, as shown in FIG. The bridge girder 31 is constructed by extending the pier 32.
【００２５】このように本実施形態のジャケット構造体
１１の設置方法にあっては、複数の杭ガイド部材１３，
１４が連結部材１２によって連結されて上端部に鋼板製
のフーチング１５が装着されたジャケット構造体１１を
水底地盤Ｇに設置する場合、事前に杭ガイド部材１３，
１４内の海水を排出し、まず、１次打設にて杭打ちハン
マ４４を用いて杭１９，２０を軟弱層Ｇ1 に貫入し、次
に、この杭１９，２０内の土砂をハンマグラブ５２によ
り掘削して外部に排出し、そして、２次打設にて杭１
９，２０を支持層Ｇ2 の所定深さまでに貫入させた後、
杭ガイド部材１３，１４の下端部と各杭１９，２０の上
端部とを接合プラグや溶接等によって接合し、各杭１
９，２０の内部にコンクリートを打設するようにしてい
る。As described above, in the method of installing the jacket structure 11 of the present embodiment, the plurality of pile guide members 13,
When the jacket structure 11 having the steel plate footing 15 attached to the upper end of the jacket structure 11 connected to the connection member 12 is installed on the underwater ground G, the pile guide members 13 and
The seawater in the piles 14 is drained, and the piles 19 and 20 are first penetrated into the soft layer G1 by using a piling hammer 44 in the primary driving, and then the sediment in the piles 19 and 20 is removed by the hammer rub 52 Excavation and discharge to the outside, and pile 1
After penetrating into the 9, 20 to a predetermined depth of the support layer G 2,
The lower ends of the pile guide members 13 and 14 and the upper ends of the piles 19 and 20 are joined by a joining plug, welding, or the like.
Concrete is cast inside 9,20.
【００２６】従って、杭打ち作業時に、土砂が杭１９，
２０内を通ってせり上がり、杭ガイド部材１３，１４
内、つまり、杭ガイド部材１３，１４の下端部と杭１
３，１４の上端部との接合部に侵入することはなく、杭
１９，２０の打設作業完了後、杭ガイド部材１３，１４
と杭１９，２０との接合を容易に行うことができ、接合
作業の作業性を向上できる。Therefore, at the time of the pile driving operation, the earth and sand are piled up.
20 and the pile guide members 13 and 14
Inside, that is, the lower ends of the pile guide members 13 and 14 and the pile 1
The pile guide members 13 and 14 do not intrude into the joints with the upper ends of the piles 3 and 14 and after the work of placing the piles 19 and 20 is completed.
And the piles 19 and 20 can be easily joined, and the workability of the joining operation can be improved.
【００２７】また、１次打設では杭１９，２０を軟弱層
Ｇ1 に貫入し、２次打設にて杭１９，２０を支持層Ｇ2
の所定深さまでに貫入させるようにしたことで、その間
の杭１９，２０内の土砂掘削作業では、この軟弱層Ｇ1
の土砂を排出することとなり、杭ガイド部材１３，１４
と杭１９，２０との接合作業に支障をきたす軟弱な土砂
を確実に排出することができる。In the first casting, the piles 19 and 20 penetrate the soft layer G 1, and in the second casting, the piles 19 and 20 are connected to the supporting layer G 2.
In the piles 19 and 20 during the excavation work, the soft layer G 1
And the pile guide members 13 and 14
It is possible to reliably discharge soft earth and sand that hinder the joining work between the stakes and the piles 19 and 20.
【００２８】更に、工場から設置場所への運搬時にその
浮力によって海上４２を曳航し、注水することで沈下さ
せればよく、運搬用の大型クレーン船や台船が不要とな
ると共に、設置時の吊上げ・吊下げ作業も不要となり、
コスト低減、作業時間の短縮による作業効率の向上が図
れる。Further, when transported from the factory to the installation location, the buoyancy of the sea 42 may be towed and the water may be injected to cause sinking, and a large crane ship or barge for transportation is not required. Lifting and hanging work is also unnecessary,
Work efficiency can be improved by reducing costs and working time.
【００２９】なお、上述の実施形態では、１次打設と２
次打設の間の土砂掘削作業をハンマグラブ５２を用いて
行ったが、このハンマグラブ５２に限らず、他の掘削機
を用いてもよい。また、この実施形態では、杭１９，２
０の打設作業を２回に分けて行ったが、３回以上に分け
て行ってもよい。In the above-described embodiment, the primary driving and the second driving are performed.
Although the earth and sand excavation work during the next casting was performed using the hammer grab 52, the excavator is not limited to the hammer grab 52, and another excavator may be used. In this embodiment, the piles 19, 2
Although the casting operation of 0 was performed twice, it may be performed three or more times.
【００３０】また、上述の実施形態では、ジャケット構
造体１１のフーチング１５を矩形箱型形状に形成した
が、中空形状であればその形状に限定されるものではな
く、円形箱型形状でもよい。また、図１に詳細に示すよ
うに、２つのジャケット構造体１１を並設して設置し、
門型をなす橋脚３２を支持するようにしたが、１つのジ
ャケット構造体１１を設置し、Ｉ型の橋脚を支持するよ
うにしてもよい。In the above-described embodiment, the footing 15 of the jacket structure 11 is formed in a rectangular box shape. However, the shape is not limited as long as it is hollow, and may be a circular box shape. Also, as shown in detail in FIG. 1, two jacket structures 11 are installed side by side,
Although the bridge-shaped pier 32 is supported, a single jacket structure 11 may be provided to support the I-shaped pier.
【００３１】[0031]
【発明の効果】以上、上述した実施形態によって詳細に
説明したように請求項１の発明のジャケット構造体の設
置方法によれば、筒形状をなす複数の杭ガイド部材が連
結部材によって一体に連結されたジャケット構造体を所
定の水底地盤に載置し、筒形状をなす杭部材を杭ガイド
部材内を通して水底地盤に所定深さまで打ち込んだ後、
杭部材の上方に内部の土砂を排出した後、杭部材を水底
地盤に所定深さ打ち込むことで、ジャケット構造体を前
記水底地盤に固定するようにしたので、杭打ち作業時
に、土砂が杭部材内を通ってせり上がって杭ガイド部材
内に侵入することはなく、杭ガイド部材と杭部材との接
合作業を適正に且つ容易に行うことで、ジャケット構造
物の設置作業の作業性の向上を図ることができる。As described in detail in the above embodiment, according to the method of installing the jacket structure of the first aspect of the present invention, the plurality of cylindrical pile guide members are integrally connected by the connecting member. After placing the jacket structure on a predetermined underwater ground, and driving a cylindrical pile member through the pile guide member and driving the underwater ground to a predetermined depth,
After discharging the internal soil and sand above the pile member, the jacket member is fixed to the underwater ground by driving the pile member into the underwater ground at a predetermined depth. Improving the workability of the installation work of the jacket structure by properly and easily joining the pile guide member and the pile member without rising through the inside and entering the pile guide member. Can be planned.
【００３２】また、請求項２の発明のジャケット構造体
の設置方法によれば、水底地盤に載置されたジャケット
構造体に対して、杭部材を水底地盤における軟弱層に打
ち込んだ後、杭部材内の土砂を排出し、その後、杭部材
を支持層まで打ち込むようにしたので、杭部材内の土砂
掘削作業にて、軟弱層の土砂を排出することとなり、杭
ガイド部材と杭部材との接合作業に支障をきたす軟弱な
土砂を確実に排出することができる。According to the method for installing a jacket structure according to the second aspect of the present invention, after the pile member is driven into the soft layer in the underwater ground with respect to the jacket structure mounted on the underwater ground, The soil inside the pile was discharged, and then the pile member was driven into the support layer, so the excavation work inside the pile member discharged the soft layer of soil, and the connection between the pile guide member and the pile member Soft earth and sand that hinder work can be reliably discharged.
【００３３】また、請求項３の発明のジャケット構造体
の設置方法によれば、杭部材を所定深さまで打ち込んだ
後、杭ガイド部材の下端部周辺位置まで杭部材内の土砂
を排出するようにしたので、少なくとも杭ガイド部材の
下端部と杭部材の上端部との接合位置への土砂侵入を阻
止することができる。According to the third aspect of the present invention, after the pile member is driven to a predetermined depth, the sediment in the pile member is discharged to a position near the lower end of the pile guide member. Therefore, it is possible to prevent earth and sand from entering at least at the joint position between the lower end of the pile guide member and the upper end of the pile member.
【００３４】また、請求項４の発明のジャケット構造体
の設置方法によれば、杭部材内の土砂をハンマグラブに
より掘削して排出するようにしたので、杭部材内の土砂
を容易に掘削排出することができる。According to the method for installing a jacket structure of the present invention, the soil in the pile member is excavated and discharged by the hammer club, so that the soil in the pile member is easily excavated and discharged. be able to.
【００３５】また、請求項５の発明のジャケット構造体
の設置方法によれば、ジャケット構造体を所定の水域ま
で曳航して所定の水域で沈降させることで、水底地盤に
載置するようにしたので、運搬用の大型クレーン船が不
要となると共に、設置時の吊上げ・吊下げ作業も不要と
なり、コスト低減、作業時間の短縮による作業効率を向
上することができる。According to the method for installing a jacket structure according to the fifth aspect of the present invention, the jacket structure is towed to a predetermined water area and settled in the predetermined water area, so that the jacket structure is mounted on the underwater ground. Therefore, a large-sized crane ship for transportation is not required, and lifting / hanging work at the time of installation is not required, so that the cost can be reduced and the working efficiency can be improved by shortening the working time.
【図１】本発明の一実施形態に係るジャケット構造体に
よって構築された橋脚の概略図である。FIG. 1 is a schematic view of a pier constructed by a jacket structure according to an embodiment of the present invention.
【図２】本実施形態のジャケット構造体の概略図であ
る。FIG. 2 is a schematic view of a jacket structure according to the embodiment.
【図３】ジャケット構造体による橋脚の構築作業を表す
概略図である。FIG. 3 is a schematic view showing a construction work of a pier by a jacket structure.
【図４】ジャケット構造体による橋脚の構築作業を表す
概略図である。FIG. 4 is a schematic view illustrating a construction work of a pier by a jacket structure.
【図５】本実施形態のジャケット構造体の設置方法にお
ける杭打設作業を表す概略図である。FIG. 5 is a schematic view illustrating a pile driving operation in the installation method of the jacket structure according to the embodiment.
【図６】従来のジャケット式基礎によって建設された橋
脚の概略図である。FIG. 6 is a schematic view of a pier constructed by a conventional jacket-type foundation.
１１ ジャケット構造体 １２ 連結部材 １３，１４ 杭ガイド部材 １５ フーチング １９ 直杭 ２０ 斜杭 ３１ 橋桁 ３２ 橋脚（構造物） ４１ ドック ４２ 海上 ４３ 曳船 ５１ クレーン付台船 ５２ ハンマグラブ Ｇ 水底地盤 Reference Signs List 11 jacket structure 12 connecting member 13, 14 pile guide member 15 footing 19 straight pile 20 inclined pile 31 bridge girder 32 bridge pier (structure) 41 dock 42 sea 43 tugboat 51 barge with crane 52 hamagurabu G
フロントページの続き (72)発明者 坂野 茂 兵庫県神戸市兵庫区和田崎町一丁目１番１ 号 三菱重工業株式会社神戸造船所内 Ｆターム(参考） 2D046 CA07 DA03 DA62 Continued on the front page (72) Inventor Shigeru Banno 1-1-1 Wadazakicho, Hyogo-ku, Kobe-shi, Hyogo F-term in Mitsubishi Heavy Industries, Ltd. Kobe Shipyard 2D046 CA07 DA03 DA62
Claims (5)
部材によって一体に連結されたジャケット構造体を所定
の水底地盤に載置し、筒形状をなす杭部材を前記杭ガイ
ド部材内を通して前記水底地盤に所定深さまで打ち込ん
だ後、前記杭部材の上方に内部の土砂を排出した後、該
杭部材を前記水底地盤に所定深さ打ち込むことで、前記
ジャケット構造体を前記水底地盤に固定することを特徴
とするジャケット構造体の設置方法。1. A jacket structure in which a plurality of cylindrical pile guide members are integrally connected by a connecting member is placed on a predetermined underwater ground, and the cylindrical pile member is passed through the inside of the pile guide member. After being driven into the underwater ground to a predetermined depth, the earth and sand inside the pile member is discharged, and then the pile member is driven into the underwater ground at a predetermined depth to fix the jacket structure to the underwater ground. A method for installing a jacket structure, comprising:
方法において、前記水底地盤に載置されたジャケット構
造体に対して、前記杭部材を前記水底地盤における軟弱
層に打ち込んだ後、該杭部材内の土砂を排出し、その
後、該杭部材を支持層まで打ち込むことを特徴とするジ
ャケット構造体の設置方法。2. The method for installing a jacket structure according to claim 1, wherein the pile member is driven into a soft layer in the underwater ground with respect to the jacket structure placed on the underwater ground. A method for installing a jacket structure, comprising: discharging earth and sand in a member, and then driving the pile member into a support layer.
方法において、前記杭部材を所定深さまで打ち込んだ
後、前記杭ガイド部材の下端部周辺位置まで前記杭部材
内の土砂を排出することを特徴とするジャケット構造体
の設置方法。3. The method for installing a jacket structure according to claim 1, wherein after the pile member is driven to a predetermined depth, earth and sand in the pile member is discharged to a position around a lower end of the pile guide member. Characteristic installation method of jacket structure.
方法において、前記杭部材内の土砂をハンマグラブによ
り掘削して排出することを特徴とするジャケット構造体
の設置方法。4. The method for installing a jacket structure according to claim 1, wherein the earth and sand in the pile member is excavated and discharged by a hammer club.
方法において、前記ジャケット構造体を所定の水域まで
曳航して所定の水域で沈降させることで、水底地盤に載
置することを特徴とするジャケット構造体の設置方法。5. The installation method of a jacket structure according to claim 1, wherein the jacket structure is towed to a predetermined water area and settled in a predetermined water area, so that the jacket structure is mounted on the underwater ground. How to install the jacket structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000236785A JP2002047665A (en) | 2000-08-04 | 2000-08-04 | Installation method for jacket structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000236785A JP2002047665A (en) | 2000-08-04 | 2000-08-04 | Installation method for jacket structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2002047665A true JP2002047665A (en) | 2002-02-15 |
Family
ID=18728776
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000236785A Pending JP2002047665A (en) | 2000-08-04 | 2000-08-04 | Installation method for jacket structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2002047665A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102425184A (en) * | 2011-12-13 | 2012-04-25 | 中交第二公路工程局有限公司 | Deep water soft soil foundation reverse construction method low pile cap composite foundation cap reserved hole construction method |
| JP2012529584A (en) * | 2009-06-10 | 2012-11-22 | キーストーン エンジニアリング，インコーポレイテッド | Offshore support structure and installation method thereof |
| CN104912045A (en) * | 2014-03-14 | 2015-09-16 | 广东强光海洋工程有限公司 | Hollow cylinder pier used for fixing overwater platform structure at water bottom and installation and construction method thereof |
| JP2018076660A (en) * | 2016-11-07 | 2018-05-17 | 新日鐵住金株式会社 | Steel pipe pile self-sink prevention device and self-sink prevention method |
| EP3406802A1 (en) * | 2017-05-25 | 2018-11-28 | Power China Huadong Engineering Corporation Limited | Offshore rock-drilling redriving-type large-diameter pile structure and construction method |
| CN116623700A (en) * | 2023-03-06 | 2023-08-22 | 中铁二院工程集团有限责任公司 | Inclined frame type pile foundation arch abutment structure and construction method |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1096241A (en) * | 1996-09-20 | 1998-04-14 | Mitsubishi Heavy Ind Ltd | Jacket structure |
-
2000
- 2000-08-04 JP JP2000236785A patent/JP2002047665A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1096241A (en) * | 1996-09-20 | 1998-04-14 | Mitsubishi Heavy Ind Ltd | Jacket structure |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012529584A (en) * | 2009-06-10 | 2012-11-22 | キーストーン エンジニアリング，インコーポレイテッド | Offshore support structure and installation method thereof |
| CN102425184A (en) * | 2011-12-13 | 2012-04-25 | 中交第二公路工程局有限公司 | Deep water soft soil foundation reverse construction method low pile cap composite foundation cap reserved hole construction method |
| CN104912045A (en) * | 2014-03-14 | 2015-09-16 | 广东强光海洋工程有限公司 | Hollow cylinder pier used for fixing overwater platform structure at water bottom and installation and construction method thereof |
| JP2018076660A (en) * | 2016-11-07 | 2018-05-17 | 新日鐵住金株式会社 | Steel pipe pile self-sink prevention device and self-sink prevention method |
| EP3406802A1 (en) * | 2017-05-25 | 2018-11-28 | Power China Huadong Engineering Corporation Limited | Offshore rock-drilling redriving-type large-diameter pile structure and construction method |
| CN116623700A (en) * | 2023-03-06 | 2023-08-22 | 中铁二院工程集团有限责任公司 | Inclined frame type pile foundation arch abutment structure and construction method |
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