JP2003155734A - Marine structure and construction method for marine structure - Google Patents
Marine structure and construction method for marine structureInfo
- Publication number
- JP2003155734A JP2003155734A JP2001357440A JP2001357440A JP2003155734A JP 2003155734 A JP2003155734 A JP 2003155734A JP 2001357440 A JP2001357440 A JP 2001357440A JP 2001357440 A JP2001357440 A JP 2001357440A JP 2003155734 A JP2003155734 A JP 2003155734A
- Authority
- JP
- Japan
- Prior art keywords
- landfill
- ground
- steel pipe
- revetment
- layer
- 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.)
- Granted
Links
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Revetment (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、海上での計画高さ
の高い空港滑走路等の海上構造物及び海上構造物施工方
法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a marine structure such as an airport runway having a high planned height on the sea and a method for constructing a marine structure.
【０００２】[0002]
【従来の技術】我が国は島国であるため、空港の建設場
所として、海上が選択されることがある。また、海上に
建設されている既存の空港もあり、既存海上空港の滑走
路の拡張工事が行われることもある。一方、海上には船
舶が往来している。このため、海上空港の建設及び既存
海上空港の拡張工事では、これら船舶の運行の障害とな
らないよう、海上での計画高さの高い滑走路の建設が必
要となる。具体的には、海面から２０〜３０ｍもある高
い場所に滑走路を建設することがある。2. Description of the Related Art Since Japan is an island nation, the sea may be selected as the construction site of an airport. In addition, there are existing airports that are built offshore, and the construction of the runways of existing offshore airports may be expanded. On the other hand, ships are coming and going on the sea. Therefore, in the construction of the offshore airport and the expansion work of the existing offshore airport, it is necessary to construct a runway with a high planned height above the sea so as not to hinder the operation of these vessels. Specifically, a runway may be constructed at a high place 20 to 30 m above the sea level.
【０００３】通常、海上に構造物を建設する場合、埋立
工法が適用される。前記のような計画高さが高い構造物
の建設に埋立工法を適用する場合について、図４を参照
して説明する。当該埋立は、例えば、海底地盤層から埋
立地表に向けて、岩盤などからなる支持層１０ａ、１０
〜２０ｍ程度の深さの洪積層１０ｂ、３０〜４０ｍ程度
の深さの沖積層１０ｃ及び水深１０〜２０ｍの海上地形
に適用される。先ず、軟弱地盤である沖積層１０ｃにお
いて、護岸となるケーソン構築用の改良地盤１０４が締
固め砂杭造成工法などにより造成され、次いで、該改良
地盤１０４を起点に水平方向に改良地盤１０１が造成さ
れる。改良地盤１０４上に構築されるケーソン１０５は
海面上、２０〜３０ｍもの高さを有するため、改良地盤
１０１には高さが３０〜５０ｍもある高天端の埋立地盤
１０６を造成することになる。Generally, when constructing a structure on the sea, a landfill method is applied. A case where the landfill method is applied to the construction of a structure having a high planned height as described above will be described with reference to FIG. The landfill is performed by, for example, supporting layers 10a, 10a made of bedrock and the like from the seabed layer to the landfill surface.
It is applied to the diluvial layer 10b having a depth of about -20 m, the alluvial layer 10c having a depth of about 30 to 40 m, and the sea topography having a water depth of 10 to 20 m. First, in the alluvium 10c, which is a soft ground, the improved ground 104 for caisson construction that serves as a revetment is constructed by a compaction sand pile construction method, and then the improved ground 101 is constructed horizontally from the improved ground 104 as a starting point. To be done. Since the caisson 105 constructed on the improved ground 104 has a height of 20 to 30 m above the sea surface, the reclaimed land plate 106 having a height of 30 to 50 m is formed on the improved ground 101.
【０００４】[0004]
【発明が解決しようとする課題】しかしながら、上記埋
立工法により建設された海上構造物１００ａは、(1)護
岸であるケーソンの天端１５１が高いため、地盤沈下対
策や耐震対策などで護岸建設コストが高くなる、(2)大
量の埋立材が必要となり、建設コストを上昇させる、
(3)供用後の残留沈下対策として、埋立材のうち、山砂
部分１０２を少なく、軽量材部分１０３を多く採るにし
ても、軽量材が多量に必要となり、コストを上昇させ
る、(4)長期間に亘り発生する残留沈下により、床版上
の舗装の補修が必要となり維持費がかかる、という種々
の問題がある。一方、埋立工法に代わる工法として、桟
橋の建設工法も考えられる。海上の桟橋構造物は、図５
に示すように、沖積層１０ｃである軟弱地盤上に、鋼管
杭１１２が通る筒状管１１５を筋交い部材１１６で結合
したジャケット１１４を設置し、ジャケット１１４の筒
状管１１５を通して、支持層１０ａで支持される鋼管杭
１１２を多数打設し、この多数の鋼管杭１１２の上に床
版１１３を敷設することにより建設される。ジャケット
１１４の設置は、海上での計画高さが高いため、地震時
に発生する水平力に抵抗するために設置せざるを得な
い。このような海上構造物１００ｂは、床版１１３を支
持する鋼管杭１１２が支持層１０ａまで打ち込まれるた
め、残留沈下が少ない点で有利である。更に、地震時に
発生する水平力を鋼管杭１１２とジャケット１１４で支
持することができる。しかしながら、上記桟橋構造は
(1)耐震対策上、鋼管杭やジャケットの数量が膨大とな
り、建設コストを上昇させる、(2)鋼管杭の本数が多
く、打設に多くの時間を要するため工期が長くなる、
（3）海上の鋼管杭であるため、防食工事が必要で、維
持費が嵩む、という問題がある。However, in the offshore structure 100a constructed by the above-mentioned landfill method, (1) because the top edge 151 of the caisson, which is a revetment, is high, the revetment construction cost is required for ground subsidence measures and earthquake resistance measures. (2) A large amount of landfill material is required, which increases construction costs,
(3) As a measure for residual settlement after service, even if a small amount of sand and sand 102 and a large amount of lightweight material 103 are used in the landfill material, a large amount of lightweight material is required, increasing cost. There are various problems that the pavement on the floor slab needs to be repaired and the maintenance cost is increased due to the residual subsidence that occurs over a long period of time. On the other hand, as an alternative construction method to the landfill construction method, a pier construction method can be considered. The pier structure on the sea is shown in Figure 5.
As shown in FIG. 2, a jacket 114 in which tubular pipes 115 through which the steel pipe pile 112 passes is coupled by bracing members 116 is installed on the soft ground which is the alluvium 10c, and the tubular pipes 115 of the jacket 114 are passed through to support layer 10a. It is constructed by placing a large number of supported steel pipe piles 112 and laying a floor slab 113 on the large number of steel pipe piles 112. Since the planned height of the jacket 114 at sea is high, the jacket 114 must be installed in order to resist the horizontal force generated during an earthquake. Such a marine structure 100b is advantageous in that the residual settlement is small because the steel pipe pile 112 supporting the floor slab 113 is driven up to the support layer 10a. Furthermore, the horizontal force generated during an earthquake can be supported by the steel pipe pile 112 and the jacket 114. However, the above pier structure
(1) Due to the earthquake resistance measures, the number of steel pipe piles and jackets will be huge, which will increase the construction cost. (2) The number of steel pipe piles will be large and the construction period will be long because of the large amount of time required for placement.
(3) Since it is a steel pipe pile on the sea, there is a problem that anticorrosion work is required and maintenance costs increase.
【０００５】従って、本発明の目的は、残留沈下が無
く、地震時に発生する水平力に抵抗でき、建設コストや
維持費の上昇を抑制し、利用度の高い海上構造物及び海
上構造物施工方法を提供することにある。Therefore, an object of the present invention is to prevent a residual settlement, resist horizontal forces generated during an earthquake, suppress an increase in construction cost and maintenance cost, and utilize a highly utilized offshore structure and a method for constructing an offshore structure. To provide.
【０００６】[0006]
【課題を解決するための手段】かかる実情において、本
発明者らは鋭意検討を行った結果、護岸の天端を低く抑
え、低天端の埋立工法を採用し、この低天端の埋立地盤
の上に桟橋構造物を建設して得られる海上構造物は、埋
立材料の量が少なくて済み、且つ岩盤層まで鋼管杭を打
ち込むため残留沈下が無く、また、地震時に発生する水
平力は低天端の埋立地盤で支持できるため、ジャケット
が不要となり建設コストの上昇を抑制し、且つ鋼管杭は
陸上に建設されるため防食工事がほとんど不要となるこ
と、更に、埋立土と桟橋との地上空間が発生するため、
倉庫などに使用でき、利用度の高いものとなることなど
を見出し、本発明を完成するに至った。Under these circumstances, the inventors of the present invention have made diligent studies and, as a result, have suppressed the top of the revetment to a low level and adopted a low-ceiling landfill construction method. The offshore structure obtained by constructing the jetty structure on the top of the sea has a small amount of landfill material, and because the steel pipe pile is driven into the bedrock layer, there is no residual settlement and the horizontal force generated during an earthquake is low. Since it can be supported by the reclaimed land at the top of the tower, a jacket is not required, which suppresses an increase in construction costs, and since steel pipe piles are constructed on land, almost no anticorrosion work is required. Because space is generated,
The present invention has been completed by finding that it can be used in a warehouse or the like and is highly utilized.
【０００７】すなわち、本発明（１）は、海底地盤が深
部より岩盤層、洪積層、沖積層から構成される海上に、
天端高さの低い埋立地盤を造成し、該埋立地盤上に建設
される桟橋構造であって、一端部が前記岩盤層に打ち込
まれ、他端部が埋立地盤の地表より高い位置にある多数
の鋼管杭と、該鋼管杭上に敷設される床版とを備える海
上構造物を提供するものである。また、本発明（２）
は、前記埋立地盤は、締固め砂杭造成工法により地盤強
化されたものである前記（１）記載の海上構造物を提供
するものである。また、本発明（３）は、前記埋立地盤
を支持する軟弱な沖積層は、バーチカルドレーン工法に
より地盤強化されたものである前記(1)又は（２）記載
の海上構造物を提供するものである。また、本発明
（４）は、空港の滑走路である前記（１）〜（３）記載
の海上構造物を提供するものである。That is, according to the present invention (1), the seabed is formed on the sea composed of rock layer, diluvial layer and alluvial layer from the deep
A pier structure constructed by constructing a landfill with a low crown height and being constructed on the landfill, where one end is driven into the rock layer and the other end is located higher than the surface of the landfill. The present invention provides a marine structure including the steel pipe pile of claim 1 and a floor slab laid on the steel pipe pile. The present invention (2)
Provides the offshore structure according to (1) above, wherein the landfill is ground-reinforced by a compaction sand pile construction method. Further, the present invention (3) provides the offshore structure according to (1) or (2), wherein the soft alluvium supporting the landfill is reinforced by a vertical drain method. is there. Further, the present invention (4) provides the offshore structure according to the above (1) to (3), which is a runway of an airport.
【０００８】本発明（５）は、海上の軟弱地盤を改良し
て護岸造成用改良地盤を構築する地盤改良工程、前記護
岸造成用改良地盤に護岸を造成する護岸造成工程、前記
造成された護岸の内側の沖積層上に埋立材を埋立、低天
端の埋立地盤を形成する埋立工程、前記埋立地盤、前記
沖積層及び洪積層を貫通して支持層となる岩盤層に鋼管
杭を打ち込む基礎杭打設工程、前記鋼管杭の上方に床版
を設置する床版設置工程、を行う海上構造物施工方法を
提供するものである。また、本発明（６）は、海上の軟
弱地盤を改良して護岸造成用改良地盤及び護岸の内側の
沖積層を改良して埋立地盤用改良地盤をそれぞれ構築す
る地盤改良工程、前記護岸造成用改良地盤に護岸を造成
する護岸造成工程、前記埋立地盤支持用改良地盤の上に
埋立材を埋立、低天端の埋立地盤を形成する埋立工程、
前記埋立地盤、前記埋立地盤支持用改良地盤及び洪積層
を貫通して支持層となる岩盤層に鋼管杭を打ち込む基礎
杭打設工程、前記鋼管杭の上方に床版を設置する床版設
置工程、を行うことを特徴とする海上構造物施工方法を
提供するものである。また、本発明（７）は、前記埋立
工程後、該埋立地盤を改良する地盤改良工程を、更に行
う前記（５）又は（６）記載の海上構造物施工方法を提
供するものである。The present invention (5) provides a ground improvement step for improving soft ground on the sea to construct an improved ground for revetment formation, a revetment formation step for forming a revetment on the improved revetment formation ground, and the constructed revetment. Landfilling process to form a low reclamation site on the alluvium on the inside of the base, and a foundation for driving steel pipe piles into the bedrock layer that penetrates the reclamation site, the alluvium and the diluvial layer to form a supporting layer. It is intended to provide a method for constructing an offshore structure, which comprises a pile driving step and a floor slab installing step of installing a floor slab above the steel pipe pile. Further, the present invention (6) is a ground improvement process for improving soft ground on the sea to improve revetment formation and improved alluvium inside the revetment to construct improved ground for reclaimed land. A revetment building process for creating a revetment on the improved ground, a landfill process for landfilling landfill material on the improved ground for supporting the landfill site, and a landfill process for forming a low landfill landfill site,
A foundation pile placing step of driving a steel pipe pile into a rock layer that penetrates the landfill, the improved ground for supporting the landfill and a dip layer, and a floor slab setting step of installing a floor slab above the steel pipe pile. The present invention provides a method for constructing an offshore structure, characterized in that Further, the present invention (7) provides the method for constructing an offshore structure according to the above (5) or (6), which further performs a ground improvement step for improving the landfill after the landfill step.
【０００９】[0009]
【発明の実施の形態】本発明の実施の形態における海上
構造物を図１を参照して説明する。図１は本例における
海上構造物の模式図である。海上構造物１は、海底地盤
が深部より岩盤層１０ａ、洪積層１０ｂ、沖積層１０ｃ
から構成される海上に、天端高さの低い埋立地盤７を造
成し、該埋立地盤７上に建設される桟橋構造であって、
一端部２１が岩盤層１０ａに打ち込まれ、他端部２２が
埋立地盤の地表Ａより高い位置にある多数の鋼管杭２
と、鋼管杭２上に敷設される床版３とを備える。また、
海上埋立区域内の周りの少なくとも一部には、護岸が形
成され、本例では、護岸造成用改良地盤４の上にケーソ
ン５を配置するケーソン式護岸を構成している。海上構
造物１の各構成要素の大きさは、特に制限されるもので
はないが、一例を示すと、計画高さである海面S.L.から
床版３までの高さＨが、７〜３０ｍ、洪積層１０ｂの高
さが、１０〜２０ｍ、沖積層１０ｃの高さが、３０〜４
０ｍ、水深が１０〜２０ｍ、海面S.L.からケーソン５の
天端５１までの高さ、すなわち、海面S.L.から埋立地盤
７の表面までの高さｈが２〜１０ｍ、好ましくは４〜５
ｍ程度である。海面S.L.から埋立地盤７の表面までの高
さｈが高すぎると、埋立層厚が大きくなり、埋立材が多
量に必要となると共に、残留沈下の問題が生じる。海上
構造物１は、計画高さＨが特に、２０〜３０ｍもの高い
場合においても本発明の効果が顕著に発揮される。DETAILED DESCRIPTION OF THE INVENTION A marine structure according to an embodiment of the present invention will be described with reference to FIG. FIG. 1 is a schematic view of a marine structure in this example. The offshore structure 1 has a bedrock layer 10a, a diluvial layer 10b, and an alluvial layer 10c from the deep seabed.
A pier structure that is constructed on the reclaimed land board 7 having a low crown height on the sea composed of
A large number of steel pipe piles 2 in which one end 21 is driven into the rock layer 10a and the other end 22 is higher than the ground surface A of the landfill.
And a floor slab 3 laid on the steel pipe pile 2. Also,
A revetment is formed in at least a part of the inside of the landfill area on the sea, and in this example, a caisson revetment in which a caisson 5 is arranged on the improved ground 4 for revetment construction is configured. The size of each component of the offshore structure 1 is not particularly limited, but as an example, the height H from the sea surface SL to the floor slab 3, which is the planned height, is 7 to 30 m, and The stack 10b has a height of 10 to 20 m, and the alluvium 10c has a height of 30 to 4
0 m, water depth 10 to 20 m, height from sea surface SL to top 51 of caisson 5, that is, height h from sea surface SL to surface of landfill 7 is 2 to 10 m, preferably 4 to 5
It is about m. If the height h from the sea surface SL to the surface of the landfill base 7 is too high, the landfill layer thickness becomes large, a large amount of landfill material is required, and the problem of residual settlement occurs. In the offshore structure 1, the effect of the present invention is remarkably exhibited even when the planned height H is as high as 20 to 30 m.
【００１０】護岸造成用改良地盤４は、例えば、ケーソ
ン等の護岸が設置されるため、沖積層１０ｃの地盤強度
を改良したもので、通常、締固め砂杭造成工法（以下、
単に「ＳＣＰ」とも言う）により行われる。本発明にお
いて、護岸造成用改良地盤４の内側の埋立区域内に造成
される天端高さの低い埋立地盤７は、埋立たままであっ
ても、地盤強化されたものであってもよいが、地盤強化
されたものが、埋立地盤の密度が増加し、地震時の液状
化を防止できる点で好ましい。埋立地盤７としては、通
所、山砂が使用される。埋立地盤７の地盤強化方法とし
ては、ＳＣＰまたはサンドドレーン工法（以下、単に
「ＳＤ」とも言う）が挙げられるが、このうち、ＳＣＰ
が、液状化を防止すると共に、鋼管杭の水平力を確実に
支えることができる点で好適である。また、埋立地盤７
を支持する軟弱な沖積層１０ｃは、地盤強化されたもの
でも、地盤強化されていなくても、いずれでもよいが、
地盤強化されたものが好ましい。沖積層１０ｃの地盤強
化方法としては、ＳＤ及びペーパードレーン工法などの
バーチカルドレン工法が挙げられる。The improved ground 4 for revetment construction is, for example, a revetment such as a caisson is installed, so that the ground strength of the alluvium 10c is improved. Usually, the compacted sand pile construction method (hereinafter
(Also simply referred to as "SCP"). In the present invention, the landfill site 7 having a low crown height formed in the landfill area inside the improved ground 4 for revetment construction may be landfilled or ground-reinforced. The ground-reinforced one is preferable because it can increase the density of the landfill and prevent liquefaction during an earthquake. The landfill board 7 is made of sand or sand. As a method for strengthening the ground of the landfill site 7, SCP or a sand drain method (hereinafter also simply referred to as “SD”) can be cited.
However, it is preferable in that it can prevent liquefaction and can reliably support the horizontal force of the steel pipe pile. In addition, landfill board 7
The soft alluvium 10c that supports the ground may be either ground-reinforced or non-ground-reinforced,
Ground-reinforced materials are preferred. Examples of the ground strengthening method for the alluvium 10c include vertical drain method such as SD and paper drain method.
【００１１】海上構造物１において、床版３は低天端の
埋立地盤７上から地中深く、支持層である岩盤層１０ａ
にまで打ち込まれた多数の鋼管杭２の上に敷設される。
床版３は通常、裏面に鋼管杭２の先端部に嵌合される嵌
合部を設けた、所定の大きさのプレキャストコンクリー
ト板（ＰＣ板）を、鋼管杭２の上方から次々と嵌め込む
方法により形成される。これにより、埋立区域内には、
縦横それぞれ、数百ｍ〜数ｋｍの広大な人工敷地が形成
される。また、床版３上は、必要に応じて舗装される。
鋼管杭２と隣接する鋼管杭２との間隔は、土質、地盤の
設計強度などによって適宜決定されるが、概ね５〜十数
ｍである。また、鋼管杭２は全て支持杭とせず、その一
部を水平抵抗をとるための短い杭としてもよい。鋼管杭
２による鉛直方向の支持は、長い支持鋼管杭で持たせ、
水平方向の支持は、その他の短い鋼管杭で持たせば、鋼
管杭の使用量を実質的に低減できる。また、埋立地盤７
の地表と床版３との間は高さ数ｍ〜２０数ｍの地上空間
部８が形成される。このような海上構造物１としては、
特に制限されないが、空港の滑走路が挙げられる。本発
明において、該空港の滑走路とは、広く解釈するもので
あり、誘導路等を含めた空港施設全体を言う。In the offshore structure 1, the floor slab 3 is deep in the ground from above the landfill 7 at the low ceiling, and the bedrock layer 10a is a supporting layer.
It is laid on a large number of steel pipe piles 2 driven up to.
The floor slab 3 is usually fitted with a precast concrete plate (PC plate) of a predetermined size, which has a fitting portion to be fitted to the tip end portion of the steel pipe pile 2 on the back surface, one after another from above the steel pipe pile 2. Formed by the method. As a result, in the landfill area,
A vast artificial site of several hundred meters to several kilometers is formed vertically and horizontally. The floor slab 3 is paved as needed.
The interval between the steel pipe pile 2 and the adjacent steel pipe pile 2 is appropriately determined depending on the soil quality, the design strength of the ground, and the like, but is generally 5 to several tens of meters. Further, the steel pipe piles 2 may not be all support piles, and a part thereof may be a short pile for taking horizontal resistance. Vertical support by the steel pipe pile 2 is provided by a long supporting steel pipe pile,
If the horizontal support is provided by other short steel pipe piles, the usage amount of the steel pipe piles can be substantially reduced. In addition, landfill board 7
A ground space portion 8 having a height of several m to several tens of m is formed between the ground surface and the floor slab 3. As such an offshore structure 1,
The runway of the airport is included, but not limited thereto. In the present invention, the runway of the airport is to be broadly interpreted and refers to the entire airport facility including taxiways.
【００１２】本例の海上構造物１は、計画高さが高い構
造物であるにもかかわらず、低天端の埋立で済み、且つ
床版３を支持する鋼管杭２が支持層１０ａまで打ち込ま
れているため、埋立材を多量に使用する必要がなく、且
つ残留沈下が無い。また、地震時の水平力に対しては埋
立地盤７で支持できるため、桟橋のみで構成される構造
物に比べて、ジャケット等は不要であり、更に鋼管杭２
の打設本数を減らすことができる。また、床版３下は陸
上化でき、且つ地上空間部８を形成できるため、鋼管杭
の防食工事は大幅に削減できると共に、地上空間部８は
倉庫、駐車場などに有効利用できる。Although the offshore structure 1 of this example has a high planned height, landfilling with a low ceiling is sufficient, and the steel pipe pile 2 supporting the floor slab 3 is driven up to the support layer 10a. Therefore, it is not necessary to use a large amount of landfill material, and there is no residual settlement. In addition, since the landfill board 7 can support the horizontal force during an earthquake, a jacket or the like is not required compared to a structure composed of only a jetty.
It is possible to reduce the number of castings. Further, since the floor slab 3 can be made on the ground and the above-ground space 8 can be formed, the anticorrosion work of the steel pipe pile can be significantly reduced, and the above-ground space 8 can be effectively used for a warehouse, a parking lot, and the like.
【００１３】次に、本発明の実施の形態における海上構
造物の施工方法について、図２及び図３を参照して説明
する。図２（Ａ）は地盤改良工程、（Ｂ）は護岸造成工
程、（Ｃ）は埋立工程、図３（Ｄ）はＳＣＰによる埋立
地盤改良工程、（Ｅ）は基礎杭打設工程、（Ｆ）は床版
設置工程をそれぞれ説明するための図である。Next, a method of constructing an offshore structure according to the embodiment of the present invention will be described with reference to FIGS. 2 and 3. 2 (A) is the ground improvement process, (B) is the revetment construction process, (C) is the landfill process, FIG. 3 (D) is the landfill site improvement process by SCP, (E) is the foundation pile driving process, (F) 10] is a diagram for explaining each floor slab installation process.
【００１４】本例においては、海上の軟弱地盤である沖
積層１０ｃを改良して護岸造成用改良地盤を構築し、更
に、護岸の内側の沖積層１０ｃを改良して埋立地盤支持
用改良地盤を構築する地盤改良工程が実施される（図２
（Ａ））。当該工程において、地盤改良の対象となる軟
弱地盤は、通常、埋立区域内の沖積層１０ｃである。先
ず、ＳＣＰ船６０ａにより、沖積層１０ｃに多数の締固
め砂杭が打設され、護岸造成用改良地盤４が造成され
る。次いで、護岸造成用改良地盤４の内側の埋立区域の
軟弱地盤に対して、ＳＤ船６０ｂによる砂杭打設が行わ
れ、埋立地盤支持用改良地盤６が構築される。この埋立
区域内の軟弱地盤の地盤改良工法には、砂杭打設を含め
たバーチカルドレーン工法を用いることができる。な
お、本発明の海上構造物施工方法で用いる締固め砂杭造
成工法、サンドドレーン工法及びこれらの工法を含むバ
ーチカルドレン工法は公知の工法が適用される。埋立地
盤支持用改良地盤６の造成の終点領域には、もう一方の
護岸造成用改良地盤４が同様のＳＣＰ船６０ａにより造
成される（図２（Ｂ））。In this example, the alluvium 10c, which is a soft ground on the sea, is improved to construct an improved ground for revetment construction, and further, the alluvium 10c inside the revetment is improved to provide an improved ground for supporting landfill. The ground improvement process to be constructed is implemented (Fig. 2
(A)). In this step, the soft ground to be ground improved is usually alluvium 10c in the landfill area. First, the SCP ship 60a places a large number of compacted sand piles on the alluvium 10c to construct the improved ground 4 for revetment construction. Then, sand piles are laid by the SD ship 60b on the soft ground in the landfill area inside the improved seashore formation improved ground 4 to construct the improved landfill ground supported ground 6. As a ground improvement method for soft ground in this landfill area, a vertical drain method including sand pile driving can be used. Known methods are applied to the compacted sand pile construction method, the sand drain method, and the vertical drain method including these methods used in the offshore structure construction method of the present invention. In the end point region of the formation of the improved land 6 for supporting landfill, the other improved ground 4 for revetment construction is constructed by the same SCP ship 60a (FIG. 2 (B)).
【００１５】次いで、護岸造成用改良地盤４に護岸を造
成する護岸造成工程が実施される。当該工程において
は、起重機船６０ｃで運ばれたケーソン５が護岸造成用
改良地盤４上に設置される。設置状態でのケーソン５の
天端５１は、海面より数ｍ程度の高さである。この程度
の高さであれば、護岸の機能を奏すると共に、低天端高
での埋立が可能である（図２（Ｂ））。Next, a revetment formation process for constructing a revetment on the improved ground 4 for revetment construction is carried out. In the said process, the caisson 5 conveyed by the hoist ship 60c is installed on the improved ground 4 for revetment construction. The top end 51 of the caisson 5 in the installed state is about several meters above the sea level. With such a height, it is possible to perform a revetment function and to reclaim at a low ceiling height (Fig. 2 (B)).
【００１６】次いで、前記埋立地盤支持用改良地盤６の
上に埋立材を埋立、低天端の埋立地盤７を形成する埋立
工程が実施される。当該工程においては、土運船６０ｅ
で運ばれた山砂が揚土船６０ｄで埋立地盤支持用改良地
盤６上に埋立られる（図２（Ｃ））。また、山砂で埋立
られた埋立地盤７は、特に制限されないが、ＳＣＰ施工
機６０ｆを使用し、締固め砂杭を多数打設して地盤を改
良すれば、地震時における液状化を防止することができ
る。また、当該工程の締固め砂杭造成工法は陸上で施工
されるため、ＳＣＰ施工機６０ｆを多く投入でき、該工
程における工期を短縮することができる（図３
（Ｄ））。Next, a landfill process is carried out in which a landfill material is landed on the improved landfill support ground 6 to form a landfill 7 with a low ceiling. In this process, the earth transport ship 60e
The sand carried by the above is landfilled on the improved ground 6 for supporting the landfill site by the hoisting ship 60d (Fig. 2 (C)). In addition, the landfill site 7 that is landfilled with mountain sand is not particularly limited, but if the SCP construction machine 60f is used and a large number of compaction sand piles are placed to improve the ground, liquefaction during an earthquake is prevented. be able to. Moreover, since the compaction sand pile construction method of the said process is constructed on land, many SCP construction machines 60f can be input, and the construction period in this process can be shortened (FIG. 3).
(D)).
【００１７】次いで、埋立地盤７、埋立地盤支持用改良
地盤６及び洪積層１０ｂを貫通して岩盤層１０ａに鋼管
杭２を打ち込む基礎杭打設工程を実施する（図３
（Ｅ））。なお、図３（Ｅ）中、符号１０ｂは作図の都
合上、省略してある。当該工程においては、鋼管杭打設
機６０ｇを用いて、埋立区域内を適宜の間隔で多数の鋼
管杭２を打設する。鋼管杭２は円形断面が好ましく、ま
た、杭径及び杭長も設計事項であり、適宜決定される。
また、鋼管杭２は全て長い支持杭とせず、その一部を水
平力を支持するための短い杭としてもよい。この場合、
長い支持杭と短い杭は交互に打設することが好ましい。
また、鋼管杭２の打設は、鋼管杭２の周りに公知の滑材
を塗布して行うことが、鋼管杭２が打設された後、地盤
沈下により鋼管杭２に作用する負の摩擦力を低減させる
ことができる点で好適である。Next, a foundation pile driving process is carried out in which the steel pipe pile 2 is driven into the bedrock layer 10a through the landfill 7, the improved ground 6 for supporting the landfill and the dip layer 10b (FIG. 3).
(E)). In FIG. 3 (E), reference numeral 10b is omitted for convenience of drawing. In the said process, 60 g of steel pipe pile driving machines are used, and many steel pipe piles 2 are driven in a landfill area at appropriate intervals. The steel pipe pile 2 preferably has a circular cross section, and the pile diameter and the pile length are design items and are appropriately determined.
Further, the steel pipe piles 2 may not all be long support piles, and a part thereof may be short piles for supporting horizontal force. in this case,
It is preferable that long support piles and short piles are alternately driven.
The steel pipe pile 2 may be placed by applying a known lubricant around the steel pipe pile 2, and after the steel pipe pile 2 is placed, negative friction acting on the steel pipe pile 2 due to ground subsidence. It is preferable in that the force can be reduced.
【００１８】次いで、前記鋼管杭の上方に床版を設置す
る床版設置工程を実施する（図３（Ｆ））。当該工程に
おいては、床版３が鋼管杭２の上に敷設される。敷設方
法としては、特に制限されないが、例えば、裏面に嵌合
部を有する所定の大きさのＰＣ板を、クローラクレーン
を用いて、鋼管杭２の上方から次々と嵌め込む方法が挙
げられる。鋼管杭２と隣接する鋼管杭２との間隔は、土
質、地盤の設計強度などによって適宜決定されるが、概
ね５〜十数ｍである。当該工程の実施により、埋立区域
内には、縦横それぞれ、数百ｍ〜数ｋｍの広大な人口敷
地が形成される。また、床版３上は、必要に応じて舗装
される。Next, a floor slab installation step of installing a floor slab above the steel pipe pile is carried out (FIG. 3 (F)). In the process, the floor slab 3 is laid on the steel pipe pile 2. The laying method is not particularly limited, but for example, there is a method of fitting a PC plate of a predetermined size having a fitting portion on the back surface one after another from above the steel pipe pile 2 using a crawler crane. The interval between the steel pipe pile 2 and the adjacent steel pipe pile 2 is appropriately determined depending on the soil quality, the design strength of the ground, and the like, but is generally 5 to several tens of meters. By carrying out the process, a vast population site of several hundred meters to several kilometers is formed in each of the landfill areas. The floor slab 3 is paved as needed.
【００１９】本例の海上構造物施工方法によれば、護岸
であるケーソンの天端５１が低いため、護岸建設コスト
を低減できる。低天端の埋立地盤であるため、埋立材の
使用量を低減できる。地震時の水平力を埋立地盤で支え
るため、鋼管杭の本数が少なくて済み、建設費の削減と
工期の短縮が可能となる。床版下は陸上化されているた
め、防食工事などが不要となる。また、埋立工程の後、
該低天端の埋立地盤を砂杭造成により地盤強度を改良す
る地盤改良工程を、更に行う場合、当該施工は陸上で行
うことになり、施工機を多く投入できるため、工期が短
縮できる。According to the method for constructing an offshore structure of this example, since the top end 51 of the caisson, which is a revetment, is low, the revetment construction cost can be reduced. Since it is a low-lying landfill board, the amount of landfill material used can be reduced. Since the horizontal force at the time of the earthquake is supported by the reclaimed land, the number of steel pipe piles is small and the construction cost and construction period can be shortened. Since the floor slab is on land, anticorrosion work etc. is unnecessary. Also, after the landfill process,
When the ground improvement process for improving the ground strength is further performed by constructing sand piles on the landfill at the low ceiling, the construction will be performed on land, and a large number of construction machines can be put in, which shortens the construction period.
【００２０】本発明の海上構造物において、床版は傾斜
度１％程度のわずかな傾斜を有していてもよい。特に、
海上構造物が滑走路の場合、船舶の運航で規制される高
さが、広大な滑走路の一部の側である場合、当該部分は
計画高さを２０〜３０ｍとし、数ｋｍ離れた他方の側は
数ｍの計画高さで十分な場合に適用できる。また、この
ような傾斜した床版を有する海上構造物の場合、計画高
さの低い一部の側は、埋立地盤を利用しない、沖積層の
上に建設する桟橋構造とすることができる。In the offshore structure of the present invention, the floor slab may have a slight inclination of about 1%. In particular,
When the offshore structure is a runway and the height regulated by the operation of the ship is on the side of a part of the vast runway, the part has a planned height of 20 to 30 m and the other is several km away. The side of can be applied when a planned height of several meters is sufficient. Further, in the case of an offshore structure having such an inclined floor slab, part of the side where the planned height is low can be a pier structure constructed on the alluvium without using a landfill.
【００２１】本発明の海上構造物の施工方法において、
埋立地盤支持用改良地盤６は、改良地盤とすることな
く、沖積層１０ｃの上に、低天端の埋立地盤７を造成す
ることもできる。すなわち、海上の軟弱地盤を改良して
護岸造成用改良地盤４を構築する地盤改良工程、護岸造
成用改良地盤４にケーソン５などの護岸を造成する護岸
造成工程、造成された護岸の内側の沖積層１０ｃ上に埋
立材を埋立、低天端の埋立地盤７を形成する埋立工程の
各工程を行い、この埋立地盤７の上に上記実施の形態例
と同様の桟橋を建設する方法であってもよい。すなわ
ち、本発明の海上構造物及び海上構造物の施工方法にお
いて、沖積層及び該沖積層の上に造成される低天端の埋
立地盤としては、地盤改良されていない沖積層と地盤改
良されていない埋立地盤の組み合わせ、地盤改良されて
いない沖積層と地盤改良された埋立地盤の組み合わせ、
地盤改良された沖積層と地盤改良されていない埋立地盤
の組み合わせ、地盤改良された沖積層と地盤改良された
埋立地盤の組み合わせの４形態である。In the method of constructing an offshore structure of the present invention,
The improved ground 6 for supporting the landfill ground can be formed on the alluvium 10c without forming the improved ground 6 to form the landfill ground 7 with a low top end. That is, the ground improvement process for improving the soft ground on the sea to construct the improved ground 4 for revetment formation, the revetment formation process for constructing the revetment such as caisson 5 on the improved ground 4 for revetment formation, the offshore inside the constructed revetment. A method of landfilling landfill material on the laminated layer 10c and performing each of the landfill steps of forming the low landfill landfill 7 and constructing a jetty on the landfill 7 similar to the above embodiment Good. That is, in the offshore structure and the method for constructing an offshore structure of the present invention, as the alluvium and the low-ceiling landfill site formed on the alluvium, the alluvium and the ground have not been improved. No landfill combination, no ground improvement alluvium and ground improvement landfill combination,
There are four types: combination of ground-improved alluvium and unimproved landfill, and combination of ground-improved alluvium and ground-improved landfill.
【００２２】[0022]
【発明の効果】本発明の海上構造物は、計画高さが高い
構造物であるにもかかわらず、低天端の埋立で済み、且
つ床版を支持する鋼管杭が岩盤層まで打ち込まれている
ため、埋立材を多量に使用する必要がなく、且つ残留沈
下を無くすることができる。また、地震時の水平力に対
しては低天端の埋立地盤で支持できるため、桟橋のみで
構成される構造物に比べて、ジャケット等は不要であ
り、更に鋼管杭の打設本数を減らすことができる。ま
た、床版下は陸上化でき、且つ地上空間部を形成できる
ため、鋼管杭の防食工事は不要で維持コストを大幅に削
減できると共に、地上空間部は倉庫、駐車場などに有効
利用できる。また、本発明の海上構造物施工方法は、護
岸の天端が低いため、護岸建設コストを低減できる。低
天端の埋立であるため、埋立材の使用量を低減できる。
地震時の水平力を埋立地盤で支えるため、鋼管杭の本数
が少なくて済み、建設費の削減と工期の短縮が可能とな
る。INDUSTRIAL APPLICABILITY The offshore structure of the present invention is a structure having a high planned height, but landfilling with a low ceiling is sufficient, and a steel pipe pile supporting the floor slab is driven up to the rock layer. Therefore, it is not necessary to use a large amount of landfill material, and residual settlement can be eliminated. Also, since it is possible to support the horizontal force at the time of an earthquake with a landfill at the low ceiling, compared to a structure consisting of only a jetty, a jacket etc. is not required, and the number of steel pipe piles to be driven is reduced. be able to. Further, since the floor slab can be made on land and the space above the ground can be formed, maintenance work can be significantly reduced without requiring anticorrosion work for the steel pipe piles, and the space above ground can be effectively used for warehouses, parking lots and the like. Further, in the offshore structure construction method of the present invention, since the top of the seawall is low, the seawall construction cost can be reduced. Since it is a low-ceiling landfill, the amount of landfill material used can be reduced.
Since the horizontal force at the time of the earthquake is supported by the reclaimed land, the number of steel pipe piles is small and the construction cost and construction period can be shortened.
【図１】本発明の実施の形態における海上構造物の模式
図である。FIG. 1 is a schematic diagram of an offshore structure according to an embodiment of the present invention.
【図２】（Ａ）は地盤改良工程、（Ｂ）は護岸造成工
程、（Ｃ）は埋立工程をそれぞれ説明するための図であ
る。FIG. 2A is a diagram for explaining a ground improvement process, FIG. 2B is a diagram for constructing a seawall, and FIG. 2C is a diagram for explaining a landfill process.
【図３】（Ｄ）はＳＣＰによる埋立地盤改良工程、
（Ｅ）は基礎杭打設工程、（Ｆ）は床版設置工程をそれ
ぞれ説明するための図である。[FIG. 3] (D) is a landfill improvement process using SCP,
(E) is a figure for demonstrating a foundation pile placing process, and (F) is a floor slab installation process, respectively.
【図４】計画高さの高い海上構造物に従来の埋立工法を
適用した場合の説明図である。FIG. 4 is an explanatory diagram when a conventional landfill method is applied to an offshore structure having a high planned height.
【図５】計画高さの高い海上構造物に従来の桟橋工法を
適用した場合の説明図である。FIG. 5 is an explanatory diagram when a conventional pier construction method is applied to an offshore structure having a high planned height.
１、１００ａ、１００ｂ 海上構造物 ２ 鋼管杭 ３ 床版 ４、１０４ 護岸造成用改良地盤 ５、１０５ ケーソン ６、１０１ 埋立地盤支持用改良地盤 ７ 低天端の埋立地盤 ８ 地上空間部 １０ａ 岩盤層 １０ｂ 洪積層 １０ｃ 沖積層 ５１、１５１ ケーソンの上端 １０２ 山砂 １０３ 軽量土 １０６ 高天端の埋立地盤 1, 100a, 100b Offshore structure 2 steel pipe pile 3 floor slabs 4,104 Improved ground for revetment construction 5,105 caisson 6,101 Reclaimed land support improved ground 7 Low-end landfill board 8 above ground space 10a Bedrock layer 10b Hong 10c Alluvium 51, 151 top of caisson 102 mountain sand 103 lightweight soil 106 Reclaimed Land of High Sky Edge
───────────────────────────────────────────────────── フロントページの続き (72)発明者 西尾 貴至 東京都台東区台東１丁目２番１号 不動建 設株式会社内 (72)発明者 遠藤 茂 東京都台東区台東１丁目２番１号 不動建 設株式会社内 Ｆターム(参考） 2D018 BA01 2D043 CA06 ─────────────────────────────────────────────────── ─── Continued front page (72) Inventor Takashi Nishio 1-2-1 Taito, Taito-ku, Tokyo Fudoken Inside the corporation (72) Inventor Shigeru Endo 1-2-1 Taito, Taito-ku, Tokyo Fudoken Inside the corporation F-term (reference) 2D018 BA01 2D043 CA06
Claims (7)
積層から構成される海上に、天端高さの低い埋立地盤を
造成し、該埋立地盤上に建設される桟橋構造であって、
一端部が前記岩盤層に打ち込まれ、他端部が埋立地盤の
地表より高い位置にある多数の鋼管杭と、該鋼管杭上に
敷設される床版とを備えることを特徴とする海上構造
物。1. A pier structure constructed by constructing a reclaimed land plate having a low crown height on the sea where the seabed is composed of a rock layer, a diluvial layer and an alluvium layer from a deep depth and is constructed on the reclaimed land plate. ,
An offshore structure comprising a plurality of steel pipe piles, one end of which is driven into the rock layer and the other end of which is located at a position higher than the surface of the landfill, and a slab laid on the steel pipe piles. .
より地盤強化されたものであることを特徴とする請求項
１記載の海上構造物。2. The offshore structure according to claim 1, wherein the landfill site is ground-reinforced by a compaction sand pile construction method.
は、バーチカルドレーン工法により地盤強化されたもの
であることを特徴とする請求項１又は２記載の海上構造
物。3. The offshore structure according to claim 1, wherein the soft alluvium supporting the landfill is ground-reinforced by a vertical drain method.
求項１〜３のいずれか１項記載の海上構造物。4. The offshore structure according to claim 1, which is a runway of an airport.
良地盤を構築する地盤改良工程、前記護岸造成用改良地
盤に護岸を造成する護岸造成工程、前記造成された護岸
の内側の沖積層上に埋立材を埋立、低天端の埋立地盤を
形成する埋立工程、前記埋立地盤、前記沖積層及び洪積
層を貫通して支持層となる岩盤層に鋼管杭を打ち込む基
礎杭打設工程、前記鋼管杭の上方に床版を設置する床版
設置工程、を行うことを特徴とする海上構造物施工方
法。5. A ground improvement step for improving soft ground on the sea to construct an improved ground for revetment construction, a revetment formation step for constructing a revetment on the improved revetment formation ground, and an alluvium inside the constructed revetment. Landfilling the landfill material on top, landfilling process to form a low-ceiling landfill base, the landfill base, the foundation pile driving process of driving steel pipe piles into the rock bed layer that penetrates the alluvial and diluvial layers and becomes a supporting layer, A slab installation step of installing a slab above the steel pipe pile.
良地盤及び護岸の内側の沖積層を改良して埋立地盤用改
良地盤をそれぞれ構築する地盤改良工程、前記護岸造成
用改良地盤に護岸を造成する護岸造成工程、前記埋立地
盤支持用改良地盤の上に埋立材を埋立、低天端の埋立地
盤を形成する埋立工程、前記埋立地盤、前記埋立地盤支
持用改良地盤及び洪積層を貫通して支持層となる岩盤層
に鋼管杭を打ち込む基礎杭打設工程、前記鋼管杭の上方
に床版を設置する床版設置工程、を行うことを特徴とす
る海上構造物施工方法。6. A ground improvement step for improving soft ground on the sea to improve the revetment and improved alluvium on the inside of the revetment to construct improved land for reclaimed land, respectively. A revetment process to create a reclaimed land, landfill material on the improved landfill support ground, and a landfill process to form a low-ceiling landfill, the landfill plate, the landfill support ground improvement, and dialog A method for constructing an offshore structure comprising performing a foundation pile placing step of driving a steel pipe pile into a rock layer serving as a support layer, and a floor slab installing step of placing a floor slab above the steel pipe pile.
地盤改良工程を、更に行うことを特徴とする請求項５又
は６記載の海上構造物施工方法。7. The method for constructing a marine structure according to claim 5, further comprising a ground improvement step of improving the landfill after the landfilling step.
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| JP2001357440A JP3851150B2 (en) | 2001-11-22 | 2001-11-22 | Offshore structure and offshore structure construction method |
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|---|---|---|---|
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009249932A (en) * | 2008-04-08 | 2009-10-29 | Fujiki:Kk | Deep-bed soil improving method |
| KR101222729B1 (en) | 2010-12-13 | 2013-01-15 | 삼성중공업 주식회사 | Construction and Launching Method of Floating Structure |
-
2001
- 2001-11-22 JP JP2001357440A patent/JP3851150B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009249932A (en) * | 2008-04-08 | 2009-10-29 | Fujiki:Kk | Deep-bed soil improving method |
| KR101222729B1 (en) | 2010-12-13 | 2013-01-15 | 삼성중공업 주식회사 | Construction and Launching Method of Floating Structure |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3851150B2 (en) | 2006-11-29 |
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