JP3372448B2 - Soft ground landing type breakwater and its landing method - Google Patents
Soft ground landing type breakwater and its landing methodInfo
- Publication number
- JP3372448B2 JP3372448B2 JP09671497A JP9671497A JP3372448B2 JP 3372448 B2 JP3372448 B2 JP 3372448B2 JP 09671497 A JP09671497 A JP 09671497A JP 9671497 A JP9671497 A JP 9671497A JP 3372448 B2 JP3372448 B2 JP 3372448B2
- Authority
- JP
- Japan
- Prior art keywords
- soft ground
- bottom plate
- breakwater
- pile body
- pile
- 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
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- Revetment (AREA)
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、軟弱地盤よりなる
海底に建設するのに適した軟弱地盤着底式防波堤及びそ
の着底方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a soft ground - bearing breakwater suitable for construction on a seabed composed of soft ground and a breakwater.
Regarding the bottoming method .
【０００２】[0002]
【従来の技術】例えば港湾等において軟弱地盤よりなる
海域には、近年、着底式の防波堤を建設する例が見られ
るようになった。図５は従来の軟弱地盤用防波堤の斜視
図、図６は従来の別の軟弱地盤用防波堤の端面図、図７
は図６の従来の軟弱地盤用防波堤の正面図である。2. Description of the Related Art In recent years, for example, construction of bottom-type breakwaters has been seen in sea areas of soft ground such as harbors. 5 is a perspective view of a conventional breakwater for soft ground, FIG. 6 is an end view of another conventional breakwater for soft ground, FIG.
FIG. 7 is a front view of the conventional breakwater for soft ground of FIG. 6.
【０００３】まず図５において、従来の軟弱地盤用防波
堤を建設するに当たっては、海面Ｓ下の岩盤ｇ0 の上方
の軟弱地盤ｇ内に複数の杭体２３を相互に間隔を置いて
打ち込み、次いで、底板２１の上面に堤壁２２が複数の
補強材２４によって補強されて立設された状態の底板２
１を軟弱地盤ｇ上に着底させた後、あらかじめ打ち込ん
だ杭体２３の頂部２３ａと底板２１とを結合して、軟弱
地盤用防波堤を建設する。あるいは底板２１をまず軟弱
地盤ｇ上に着底させた後、杭体２３を底板２１の上面側
から打ち込み、底板２１と杭体２３とを結合して軟弱地
盤用防波堤を建設する。First, referring to FIG. 5, in constructing a conventional breakwater for soft ground, a plurality of piles 23 are driven into the soft ground g above the rock mass g 0 below the sea surface S at intervals, and then, The bottom plate 2 in a state in which the bank wall 22 is reinforced by a plurality of reinforcing members 24 and erected on the upper surface of the bottom plate 21.
After bottom landing one on soft ground g, and coupling a top portion 23a and the bottom plate 21 of the pre-implanted's pile body 23, the construction of soft ground for breakwaters. After some stomach to bottom landing to the bottom plate 21 is first on soft ground g, implanted Kuitai 23 from the upper surface side of the bottom plate 21, by combining a bottom plate 21 and Kuitai 23 constructing the soft ground for breakwaters.
【０００４】図５に示した従来の軟弱地盤用防波堤は、
波浪により水平方向に作用する外力を、底板２１の下面
と軟弱地盤ｇの粘性地盤上表層との粘着力と、杭体２３
の横抵抗力とによって支持する構造である。そのため図
５の従来の軟弱地盤用防波堤は、通常の長杭式防波堤や
重力式防波堤に比べて構造が軽量化され、また、地盤改
良が不要となる等の利点がある。しかしながら、図５に
示した従来の軟弱地盤用防波堤においては、杭体２３を
打設する際に、軟弱地盤層が崩壊して地耐力や杭体２３
の横抵抗力が弱くなり、また防波堤に作用する波浪外力
が大きくなるため、杭体２３の寸法を大きくして杭体２
３の根入れ長さを長くする必要があり、さらに杭体２３
と底板２１とを結合する作業等の水中作業が増加し、し
かも堤壁２２によって海水の流通が遮られ、そのために
水質の悪化が進行する。The conventional breakwater for soft ground shown in FIG.
The external force acting in the horizontal direction by the waves is determined by the adhesive force between the lower surface of the bottom plate 21 and the surface layer of the soft ground g on the viscous ground, and the pile body 23.
It is a structure supported by the lateral resistance of the. Conventional soft ground for breakwaters Therefore Figure 5, lighter structures than the normal length pile breakwater and gravity breakwater, also, there is an advantage such that ground improvement is not required. However, in the conventional breakwater for soft ground shown in FIG. 5, when the pile body 23 is driven, the soft ground layer collapses and the ground strength and the pile body 23.
Since the lateral resistance of the pile becomes weaker and the wave external force acting on the breakwater becomes larger, the size of the pile body 23 is increased and the pile body 2 is increased.
It is necessary to lengthen the rooting length of 3 and further the pile body 23
The underwater work such as the work of connecting the bottom plate 21 with the bottom plate 21 increases, and the flow of seawater is blocked by the bank wall 22, which deteriorates the water quality.
【０００５】同じく例えば港湾等において軟弱地盤より
なる海域に建造される軟弱地盤用防波堤として、さらに
カーテンウオール式の防波堤が知られている。図６およ
び図７において、海面Ｓ下の軟弱地盤ｇ上に従来の軟弱
地盤用防波堤を建設するに当たっては、まず軟弱地盤ｇ
内に複数の長尺杭３３を相互に間隔をあけて二列に並べ
て対向位置に打ち込む。次に、すべての長尺杭３３の上
端を連結材３４に連結して相互に一体に構成する。その
後、長尺杭３３の一方の列、例えば図６の場合には左側
の列の各長尺杭３３の上部側全面を覆うように堤壁とし
てのカーテンウオール３１を取付けて、軟弱地盤ｇ上へ
の軟弱地盤用防波堤の建設を完了する。A curtain wall type breakwater is also known as a breakwater for soft ground, which is constructed in a sea area composed of soft ground in a harbor or the like. 6 and 7, in constructing a conventional breakwater for soft ground on the soft ground g below the sea surface S , first, the soft ground g
Inside, a plurality of long piles 33 are arranged in two rows with a space between each other, and are driven into opposite positions. Next, the upper ends of all the long piles 33 are connected to the connecting member 34 to be integrated with each other. After that, the curtain wall 31 as a bank wall is attached so as to cover the entire upper side of each long pile 33 in one row of the long piles 33, for example, the left row in the case of FIG. Construction of a breakwater for soft ground at
【０００６】上記従来のカーテンウオール式防波堤は、
構造が比較的簡単で、使用される鋼材の重量が低減され
るという利点がある。しかしながら、上記従来のカーテ
ンウオール式防波堤においては、堤壁としてのカーテン
ウオール３１に作用する波浪外力を、軟弱地盤ｇ内に打
ち込んだ長尺杭３３の横抵抗力により支持するので、長
尺杭３３の根入れ長さｌ（エル）を充分に大きくする必
要があり、このための杭打ち作業に長時間を要する上、
長尺杭３３と連結材３４とを連結する連結作業や、カー
テンウオール３１の取付け作業等の海上作業および水中
作業が、大幅に増加する。The above-mentioned conventional curtain wall type breakwater is
It has the advantage that the structure is relatively simple and the weight of the steel used is reduced. However, in the conventional curtain wall type breakwater, the wave external force acting on the curtain wall 31 as the bank wall is supported by the lateral resistance of the long pile 33 driven into the soft ground g. It is necessary to make the root insertion length l (El) sufficiently large, which requires a long time for the pile driving work, and
The connection work for connecting the long piles 33 and the connection member 34, the sea work such as the installation work of the curtain wall 31, and the underwater work are significantly increased.
【０００７】[0007]
【発明が解決しようとする課題】そこで、本発明は、設
置海域における杭体の打設作業をなくし、その結果、杭
体の打設により軟弱地盤層が崩壊して地耐力や杭体の横
抵抗力が弱くなることを防止することができるように
し、また防波堤に作用する波浪外力が大きくても、杭体
の寸法を大きくして杭体の根入れ長さを格別長くする必
要がないようにし、さらに堤壁によって海水の流通が遮
られることにより水質の悪化が進行するということのな
いようにし、海上での杭打ち作業や、杭体と底板とを結
合する結合作業や、長尺杭と連結材とを連結する連結作
業や、カーテンウオールの取付け作業等の危険を伴う海
上作業や水中作業を大幅になくすることができるように
し、全体の構造を簡素化することができるようにし、そ
の結果、使用鋼材等の使用材料の節減をすることができ
るようにした、軟弱地盤着底式防波堤及びその着底方法
を提供しようとするものである。Therefore, the present invention eliminates the work of driving piles in the installation area, and as a result, the soft ground layer collapses due to the driving of the piles, and the ground strength and the lateral strength of the piles are reduced. It is possible to prevent weakening of the resistance force, and even if the wave external force acting on the breakwater is large, it is not necessary to increase the dimension of the pile body and make the rooting length of the pile body particularly long. In addition, preventing the deterioration of water quality by blocking the circulation of seawater by the bank wall, pile work at sea, joining work to connect the pile body and bottom plate, and long piles. connecting operation and connecting the connecting member and the sea work or underwater operations with the risk of mounting work or the like of the curtain wall to be able that largely eliminated, so it is possible to simplify the whole structure, As a result, used steel materials, etc. Which make it possible to make savings in materials used, is intended to provide a soft ground-grounding breakwater and bottom landing methods.
【０００８】[0008]
【課題を解決するための手段】上述の課題を解決するた
め、本発明の軟弱地盤着底式防波堤は、軟弱地盤上に着
底される底板を有し、同底板の上面側には、同底板の上
面との間に海水の流通路が形成されるように同底板の上
面から間隔を置いて堤壁が支持材を介して支持され、上
記底板の下面側には、防波堤の全自重により軟弱地盤内
に押し込まれた状態で上記底板を軟弱地盤上に着底させ
るための杭体が下方へ向けて突設され、上記支持材と上
記底板との取合い部が補強材により補強されていること
を特徴とする。In order to solve the above-mentioned problems, a soft ground bottom breakwater of the present invention has a bottom plate bottomed on the soft ground, and the bottom plate of the same has the bottom plate. The levee wall is supported via a support member at a distance from the top surface of the bottom plate so that a seawater flow passage is formed between the bottom plate and the top surface, and the bottom surface of the bottom plate is supported by the total weight of the breakwater. A pile body for bottoming the bottom plate on the soft ground in a state of being pushed into the soft ground is provided so as to project downward, and is supported by the support member and the upper part.
It is characterized in that the joint with the bottom plate is reinforced by a reinforcing material .
【０００９】また、本発明の軟弱地盤着底式防波堤の着
底方法は、底板の上面側に、同底板の上面との間に海水
の流通路を形成するように同底板の上面から間隔を置い
て堤壁を支持材を介して支持させ、上記底板の下面側
に、防波堤の全自重により軟弱地盤内に押し込まれる杭
体を突設し、上記支持材と上記底板との取合い部を補強
材により補強するようにして、軟弱地盤着底式防波堤を
あらかじめ製作し、当該軟弱地盤着底式防波堤を所定の
海域まで搬送した後、同軟弱地盤着底式防波堤を水面下
へ降下させて行き、上記杭体が上記軟弱地盤着底式防波
堤の自重のみにより軟弱地盤内へ押し込まれることによ
って、上記底板の下面が上記軟弱地盤の表層に接し着底
した状態で、上記軟弱地盤着底式防波堤の所定の据付場
所への据付作業を終了することを特徴とする。 Further, the landing of the soft ground bottom type breakwater of the present invention
The bottom method is seawater between the top surface of the bottom plate and the top surface of the bottom plate.
Spaced from the top of the bottom plate to form a flow passage
The bottom wall of the bottom plate by supporting the bank wall via a support material.
And piles pushed into soft ground due to the total weight of the breakwater.
The body is projected to reinforce the joint between the support and the bottom plate.
Reinforce the material with a soft ground bottom breakwater
Prefabricated, the soft ground bottom type breakwater
After transporting to the sea area, the soft ground landing type breakwater is under water.
Then, the pile body is waved to the soft ground.
By being pushed into the soft ground only by the weight of the bank
The bottom surface of the bottom plate contacts the surface layer of the soft ground and
The above-mentioned soft ground bottom type breakwater
The feature is that the installation work to the place is completed.
【００１０】[0010]
【発明の実施の形態】以下、図面により本発明の実施の
形態について説明する。図１は本発明の一実施の形態に
係る軟弱地盤着底式防波堤の正面図、図２は図１の実施
の形態に係る軟弱地盤着底式防波堤の端面図、図３は本
発明の第２の実施の形態に係る軟弱地盤着底式防波堤の
端面図、図４は図３の第２の実施の形態に係る軟弱地盤
着底式防波堤の正面図である。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the drawings. 1 is a front view of a soft ground bottom breakwater according to an embodiment of the present invention, FIG. 2 is an end view of the soft ground bottom breakwater according to the embodiment of FIG. 1, and FIG. 2 is an end view of the soft ground bottom breakwater according to the second embodiment, and FIG. 4 is a front view of the soft ground bottom breakwater according to the second embodiment of FIG.
【００１１】まず図１および図２において、所定の幅と
長さとを有する底板１と、ほぼ底板１に対応する長さを
有し、この底板１の上方に、その下面と底板１の上面と
の間に所定の間隔ａを置いた状態で、その両側面が、底
板１上から斜方向に突設された複数の支持材４により底
板１に対して垂直状態に支持された堤壁２と、底板１の
下面側において相互間に間隔を置いて底板１に対して垂
直に下方に向けて突設された複数の杭体３とを有する。
杭体３の形状としては、中空あるいは中実の丸棒形状、
平板形状、角板形状、Ｈ型形状、あるいはその他の形状
とすることができるが、軟弱地盤層との間に生じる横抵
抗力を大きくするためには、できるだけ表面積が大きい
形状とすることが望ましい。First, in FIGS. 1 and 2, a bottom plate 1 having a predetermined width and length, and a length substantially corresponding to the bottom plate 1, above the bottom plate 1, its lower surface and the upper surface of the bottom plate 1. And a bank wall 2 supported vertically to the bottom plate 1 by a plurality of support members 4 projecting obliquely from the bottom plate 1 in a state in which a predetermined space a is provided between them. The bottom plate 1 has a plurality of piles 3 which are provided on the lower surface side of the bottom plate 1 so as to be spaced apart from each other and project vertically downward with respect to the bottom plate 1.
As the shape of the pile body 3, a hollow or solid round bar shape,
Flat plate, square plate shape, but may be an H-shaped or other shapes, in order to increase the lateral resistance force raw Ji that between the soft ground layer, be a possible large surface area shapes Is desirable.
【００１２】支持材４の、堤壁２との取合い部はダブリ
ング８を介して補強材５により補強され、また、底板１
との取合い部はダブリング９を介して補強材６により補
強され、さらに、各支持材４相互は補強材７により連結
されて補強され、堤壁２に作用する水平波力に充分耐え
得る構造になっている。また杭体３は短寸法に構成され
ている。The mating portion of the supporting member 4 with the bank wall 2 is reinforced by the reinforcing member 5 via the doubling 8 , and the bottom plate 1
The connecting portion with and is reinforced by the reinforcing member 6 through the doubling 9, and the supporting members 4 are mutually connected and reinforced by the reinforcing member 7 so that a structure capable of withstanding the horizontal wave force acting on the bank wall 2 is obtained. Has become. Further, the pile body 3 has a short dimension.
【００１３】図１および図２に示した軟弱地盤着底式防
波堤は、あらかじめ工場または艤装岸壁において一体組
に製作する。据付海域に据付ける際には、軟弱地盤着底
式防波堤の本体を台船により所定の海域まで搬送した
後、クレーン船を使って吊り上げ、据付場所へ徐々に下
降する。すると、まず杭体３が防波堤の自重によって海
面Ｓ下の軟弱地盤ｇ内へ押し込まれて行き、次いで底板
１の下面全面が軟弱地盤ｇの表層に接して、着底が終了
する。このようにして、所要個数の防波堤を同様の手順
によって隣接設置し、それぞれを相互に連結することに
よって防波堤の建造が完了する。The soft ground bottom breakwater shown in FIGS. 1 and 2 is manufactured in advance as an integral set at a factory or at an outfitting quay. When installing in the sea area, the main body of the soft ground bottom breakwater is transported to the specified sea area by a barge, then lifted by a crane ship and gradually lowered to the installation site. Then, the piles 3 are first pushed into the soft ground g below the sea surface S by the weight of the breakwater, and then the entire lower surface of the bottom plate 1 contacts the surface layer of the soft ground g, and the bottoming is completed. In this way, the required number of breakwaters are installed adjacent to each other by the same procedure, and the breakwaters are constructed by connecting them to each other.
【００１４】図１および図２に示した軟弱地盤着底式防
波堤においては、堤壁２より支持材４を介して底板１に
伝達された水平波力は、底板１の下面と軟弱地盤ｇの表
層との間の粘着力と、杭体３と軟弱地盤層との間に生じ
る横抵抗力とにより支持されるが、この際、堤壁２の下
面と底板１の上面との間に間隔ａが形成されているの
で、堤壁２に作用する水平波力がその分低減される。ま
た、この間隔ａ部を海水が常時一方の側から他方の側へ
と交互に流通することができるので、港湾内の水質の悪
化がなくなり、海洋環境が改善され、あるいは創成され
る。In the soft ground bottom type breakwater shown in FIGS. 1 and 2, the horizontal wave force transmitted from the bank wall 2 to the bottom plate 1 through the support member 4 is generated between the lower surface of the bottom plate 1 and the soft ground g. and adhesion between the surface layer, but is supported by the raw Ji <br/> key next resistance between Kuitai 3 and soft ground layer, this time, the upper surface of the lower surface of Tsutsumikabe 2 and the bottom plate 1 Since a space a is formed between the horizontal wall and the horizontal wall, the horizontal wave force acting on the bank wall 2 is reduced accordingly. Further, since the spacing a portion can be circulated constantly from one side of the sea water alternately to the other side, deterioration of water quality in the port is eliminated, an improved marine environment, or are created.
【００１５】図１および図２に示した軟弱地盤着底式防
波堤は、一体組に製作されて据付海域へ搬送され、クレ
ーン船等により下降されることにより、杭体３が、軟弱
地盤着底式防波堤の自重によって徐々に軟弱地盤内へ押
し込まれ、底板１が、軟弱地盤ｇの表層上に着底するこ
とにより、軟弱地盤着底式防波堤の据付けが完了するの
で、軟弱地盤層の崩壊がなくなり、水中作業も大幅に低
減する。杭体３は短寸法でよく、また、全体が一体構造
に建造されるので、軟弱地盤着底式防波堤全体がコンパ
クト化されて使用鋼材の重量が低減され、さらに、堤壁
２と底板１との間に間隔が形成されるので水平波力が低
減されるとともに、この間隔ａを通して海水が一方の側
から他方の側へと交互に流通するので、水質の悪化が防
止され、従来の防波堤に比べて、海洋環境がはるかに改
善され、あるいは良好な海洋環境が創成される。The soft ground bottom breakwater shown in FIGS. 1 and 2 is manufactured as an integral set, transported to the installation sea area, and lowered by a crane ship or the like, whereby the pile body 3 is set on the soft ground bottom. The breakwater is gradually pushed into the soft ground by its own weight, and the bottom plate 1 bottoms on the surface layer of the soft ground g, so that the installation of the soft ground bottom breakwater is completed, and the soft ground layer collapses. It also eliminates the need for underwater work. The pile body 3 may have a short dimension, and since the entire pile body 3 is constructed as an integral structure, the entire soft ground bottom breakwater is made compact and the weight of the steel material used is reduced. Furthermore, the pile wall 2 and the bottom plate 1 are Since a space is formed between the two, the horizontal wave force is reduced, and since seawater alternately flows through this space a from one side to the other side, deterioration of water quality is prevented, and a conventional breakwater is provided. In comparison, the marine environment is much improved or a good marine environment is created.
【００１６】図３および図４に、本発明の他の実施の形
態としてカーテンウオールを有する軟弱地盤着底式防波
堤を示す。図３および図４において、軟弱地盤着底式防
波堤は、所定の幅と長さとを有する底板１２と、所定の
長さを有し、間隔をあけて二列に並べられて底板１２上
に互いに対向して立設された複数の支持材１３と、各支
持材１３の上端を相互に連結して一体に結合した連結材
１４と、ほぼ底板１２に対応した長さと所定の幅とを有
し、支持材１３の一方の列、例えば図３においては左側
の列の各支持材１３の上部側全面を覆うように各支持材
１３および連結材１４に取付けられたカーテンウオール
１１と、底板１２の下面側に相互に所定間隔を置いて下
方へ向けて突設された複数の板状杭体１５とを有する。FIG. 3 and FIG. 4 show another embodiment of the present invention, which is a breakwater with a soft ground having a curtain wall. 3 and 4, soft ground-grounding breakwater includes a bottom plate 12 having a predetermined width and length, having a predetermined length, are arranged in two rows at intervals bottom plate 12 on <br /> a plurality of support members 13 provided upright to face each other, a connecting member 14 which is integrally coupled to an upper end coupled to one another of each support member 13, approximately a length corresponding to the bottom plate 12 and a predetermined width And a curtain wall 11 attached to each supporting member 13 and the connecting member 14 so as to cover the entire upper surface of each supporting member 13 in one row of the supporting members 13, for example, the left side row in FIG. The bottom plate 12 has a plurality of plate-shaped piles 15 projecting downward at a predetermined interval from each other on the lower surface side of the bottom plate 12.
【００１７】支持材１３の底板１２との取合い部は、カ
ーテンウオール１１に作用する波浪外力に耐え得るよう
に補強材１６により補強され、対向する支持材１３は相
互に上方の間隔が狭くなるように少し傾斜させて底板１
２上に立設され、また、板状杭体１５は、比較的短寸法
の矢板または平板等により構成される。The joint portion of the support member 13 with the bottom plate 12 is reinforced by a reinforcement member 16 so as to withstand the wave external force acting on the curtain wall 11, and the opposing support members 13 have a narrow upper space. Slightly tilted to bottom plate 1
The plate-shaped pile body 15 is erected on the top of the sheet 2, and is composed of a relatively short size sheet pile or flat plate.
【００１８】図３および図４に示した軟弱地盤着底式防
波堤は、予め工場または艤装岸壁等において支持材１
３、カーテンウオール１１、連結材１４等よりなる底板
１２の上側の上部構造と、板状杭体１５等よりなる底板
１２の下側の下部構造とを一体組みする。そして、据付
海域に据付ける際には、この一体組みした軟弱地盤着底
式防波堤の本体を台船によって据付海域まで搬送した
後、クレーン船を使用して吊り上げ、次いで海中へ徐々
に下降する。すると、まず板状杭体１５が軟弱地盤着底
式防波堤の自重によって海面Ｓ下の軟弱地盤ｇ内へ押し
込まれて行き、次いで底板１２の下面全面が軟弱地盤ｇ
の表層に接して軟着底が終了する。このようにして、所
要個数の軟弱地盤着底式防波堤の本体を同様の手順によ
って順次隣接させて設置し、軟弱地盤着底式防波堤の本
体を相互に連結することによって防波堤の建設が完了す
る。The soft ground bottom breakwater shown in FIGS. 3 and 4 is used as a support material 1 in advance at a factory or an outfitting quay.
3, the upper structure on the upper side of the bottom plate 12 including the curtain wall 11 and the connecting member 14 and the lower structure on the lower side of the bottom plate 12 including the plate-shaped piles 15 are integrally assembled. When installing in the installation sea area, the main body of this integrated soft ground bottom breakwater is transported to the installation sea area by a barge, then lifted up using a crane ship, and then gradually descended into the sea. Then, first, the plate pile 15 is pushed into the soft ground g below the sea surface S by the weight of the soft ground bottom breakwater, and then the entire lower surface of the bottom plate 12 is soft ground g.
The soft landing bottom ends by contacting the surface layer of. In this way, the required number of main bodies of the soft ground bottom type breakwater are installed adjacent to each other by the same procedure, and the main bodies of the soft ground bottom type breakwater are connected to each other to complete the construction of the breakwater.
【００１９】図３および図４に示したカーテンウオール
を備えた軟弱地盤着底式防波堤においては、カーテンウ
オール１１によって防波効果が発揮され、その際に作用
する波浪外力が底板１２と軟弱地盤ｇの表層との間の粘
着力と、軟弱地盤ｇ内に挿入された板状杭体１５の横抵
抗力とにより支持されるので、板状杭体１５の根入れ長
さｌ（エル）が小さくて済み、したがって板状杭体１５
の板寸法が小さくて済み、その分構造を軽量化すること
ができる。また、海水がカーテンウオール１１の取付位
置よりも下方の各支持材１３の間を一方の側から他方の
側へと自由に流通することができるので、港湾内の水質
の悪化が防止されることにより、従来の防波堤の場合に
比べて、海洋環境がはるかに改善され、あるいは良好な
海洋環境が創成される。In the soft ground bottom type breakwater provided with the curtain wall shown in FIGS. 3 and 4, the curtain wall 11 exerts the wave preventing effect, and the wave external force acting at that time is exerted by the bottom plate 12 and the soft ground g. Since it is supported by the adhesive force between the plate pile 15 and the lateral resistance of the plate pile 15 inserted in the soft ground g, the insertion length l (L) of the plate pile 15 is small. Completed, therefore plate pile 15
The plate size is small, and the structure can be lightened accordingly. Further, since seawater can freely flow from one side to the other side between the support members 13 below the mounting position of the curtain wall 11, deterioration of water quality in the port can be prevented. As a result, the marine environment is much improved or a good marine environment is created, as compared with the case of the conventional breakwater.
【００２０】図３および図４に示した軟弱地盤着底式防
波堤においては、上部構造および下部構造をあらかじめ
一体組みした後、据付海域へ搬送し、クレーン船を使用
して海中に下降させることにより、板状杭体が軟弱地盤
着底式防波堤の自重によって徐々に軟弱地盤内へ押し込
まれて底板１２が軟弱地盤上に軟着底し、これによって
軟弱地盤着底式防波堤の本体の据付けが完了するので、
従来のような杭打ち作業やカーテンウオールの取付け作
業等の作業がなくなり、海上作業や水中作業が大幅に減
少する。また波浪外力を、底板１２の下面と軟弱地盤ｇ
の表層との間の粘着力と、板状杭体１５の横抵抗力とに
より支持するので、板状杭体１５としては短尺板を使用
することができ、その分使用材料を節減して構造の軽量
化を図ることができる。In the soft ground bottom breakwater shown in FIGS. 3 and 4, the upper structure and the lower structure are previously assembled together, and then they are transported to the installation sea area and lowered into the sea by using a crane ship. , The plate piles are gradually pushed into the soft ground by the weight of the soft ground bottom breakwater, and the bottom plate 12 softly bottoms on the soft ground, whereby the installation of the main body of the soft ground bottom breakwater is completed. Because
It eliminates the conventional work such as pile driving and curtain wall mounting work, which significantly reduces the work at sea and underwater. In addition, wave external force is applied to the lower surface of the bottom plate 12 and the soft ground g.
Since it is supported by the adhesive force between the surface layer and the lateral resistance of the plate-shaped pile body 15, a short plate can be used as the plate-shaped pile body 15, and the material used can be reduced accordingly. The weight can be reduced.
【００２１】[0021]
【発明の効果】（１）本発明の軟弱地盤着底式防波堤に
よれば、軟弱地盤上に着底される底板を有し、同底板の
上面側には、同底板の上面との間に海水の流通路が形成
されるように同底板の上面から間隔を置いて堤壁が支持
材を介して支持され、上記底板の下面側には、防波堤の
全自重により軟弱地盤内に押し込まれた状態で上記底板
を軟弱地盤上に着底させるための杭体が下方へ向けて突
設され、上記支持材と上記底板との取合い部が補強材に
より補強されているので、設置海域における杭体の打設
作業をなくすることができ、その結果、杭体の打設によ
り軟弱地盤層が崩壊して地耐力や杭体の横抵抗力が弱く
なるということがなくなり、そのため防波堤に作用する
波浪外力が大きくても、杭体の寸法を格別大きくする必
要がなく、杭体の根入れ長さが短くて済み、さらに据付
け海域においての杭体と底板との結合作業が不要で、し
かも底板の上面との間に海水の流通路が形成されるよう
に同底板の上面から間隔を置いて堤壁が支持されること
により、水平波力が低減されるとともに、堤壁によって
海水の流通が遮られることがなく、その結果海水の流通
が遮られることによる水質の悪化を未然に防止すること
ができ、また海上での杭打ち作業や、杭体と底板とを結
合する結合作業等の危険を伴う海上作業や水中作業を大
幅になくすることができ、全体の構造をコンパクトにし
て簡素化することができ、その結果、使用鋼材等の使用
材料の節減を図ることが可能となる（請求項１）。
（２）また、本発明の軟弱地盤着底式防波堤の着底方法
によれば、底板の上面側に、同底板の上面との間に海水
の流通路を形成するように同底板の上面から間隔を置い
て堤壁を支持材を介して支持させ、上記底板の下面側
に、防波堤の全自重により軟弱地盤内に押し込まれる杭
体を突設し、上記支持材と上記底板との取合い部を補強
材により補強するようにして、軟弱地盤着底式防波堤を
あらかじめ製作し、当該軟弱地盤着底式防波堤を所定の
海域まで搬送した後、同軟弱地盤着底式防波堤を水面下
へ降下させて行き、上記杭体が上記軟弱地盤着底式防波
堤の自重のみにより軟弱地盤内へ押し込まれることによ
って、上記底板の下面が上記軟弱地盤の表層に接し着底
した状態で、上記軟弱地盤着底式防波堤の所定の据付場
所への据付作業を終了するので、設置海域における杭体
の打設作業をなくすることができ、その結果、杭体の打
設により軟弱地盤層が崩壊して地耐力や杭体の横抵抗力
が弱くなるということがなくなり、そのため防波堤に作
用する波浪外力が大きくても、杭体の寸法を格別大きく
する必要がなく、杭体の根入れ長さが短くて済み、さら
に据付け海域においての杭体と底板との結合作業が不要
で、しかも底板の上面との間に海水の流通路が形成され
るように同底板の上面から間隔を置いて堤壁が支持され
ることにより、水平波力が低減されるとともに、堤壁に
よって海水の流通が遮られることがなく、その結果海水
の流通が遮られることによる水質の悪化を未然に防止す
ることができ、また海上での杭打ち作業や、杭体と底板
とを結合する結合作業等の危険を伴う海上作業や水中作
業を大幅になくすることができ、全体の構造をコンパク
トにして簡素化することができ、その結果、使用鋼材等
の使用材料の節減を図ることが可能となる（請求項
２）。EFFECTS OF THE INVENTION (1) According to the soft ground bottom breakwater of the present invention, it has a bottom plate bottomed on the soft ground, and on the upper surface side of the bottom plate, between the upper surface and the upper surface of the bottom plate. The levee wall was supported via a support material at a distance from the top surface of the bottom plate so that a seawater flow passage was formed, and the bottom surface side of the bottom plate was pushed into the soft ground by the total weight of the breakwater. In the state, the pile body for bottoming the bottom plate on the soft ground is projected downward, and the connecting portion between the support member and the bottom plate serves as a reinforcing member.
Because they are more reinforced, can that eliminates the droplet設作industry pile body at the installation sea area, as a result, weak lateral resistance of the bearing capacity and pile body and collapsing soft ground layer by pouring the pile body prevents that becomes even therefore large waves external force acting on the breakwater, it is not necessary to particularly increase the size of the pile body, and piles of the be short roots insertion length of the pile body, further installation waters Horizontal wave force is reduced by the fact that the work of connecting with the bottom plate is unnecessary and the bank wall is supported at a distance from the top plate of the bottom plate so that a seawater flow passage is formed between the bottom plate and the top plate. At the same time, the flow of seawater is not obstructed by the bank wall, and as a result, the deterioration of water quality due to the obstruction of the flow of seawater can be prevented in advance. Joining work to join the bottom plate with the bottom plate Dangerous sea work and underwater work can be largely eliminated, the entire structure can be made compact and simplified, and as a result, it is possible to reduce the use of materials such as steel used ( Claim 1). (2) Further, the method of bottoming a soft ground bottomed type breakwater of the present invention
According to the top plate of the bottom plate, seawater between the top plate of the bottom plate and
Spaced from the top of the bottom plate to form a flow passage
The bottom wall of the bottom plate by supporting the bank wall via a support material.
And piles pushed into soft ground due to the total weight of the breakwater.
The body is projected to reinforce the joint between the support and the bottom plate.
Reinforce the material with a soft ground bottom breakwater
Prefabricated, the soft ground bottom type breakwater
After transporting to the sea area, the soft ground landing type breakwater is under water.
Then, the pile body is waved to the soft ground.
By being pushed into the soft ground only by the weight of the bank
The bottom surface of the bottom plate contacts the surface layer of the soft ground and
The above-mentioned soft ground bottom type breakwater
Since the completion of the installation work to the place, it is possible that eliminate the droplet設作industry of the pile body in the installation sea area, as a result, the lateral resistance of the soft soil layer by pouring of the pile body is collapsed bearing capacity and pile body prevents that the force is weakened, even therefore large waves external force acting on the breakwater, it is not necessary to particularly increase the size of the pile body, be short roots insertion length of the pile body, further installation of the waters Horizontal waves are not required because the pile wall and bottom plate are not required to be joined and the bank wall is supported at a distance from the top surface of the bottom plate so that a seawater flow passage is formed between the pile plate and the bottom plate. In addition to reducing the force, the flow of seawater is not blocked by the bank wall, and as a result, deterioration of water quality due to the blockage of seawater can be prevented. , Connecting to connect pile body and bottom plate Marine work and underwater work that are dangerous for work can be significantly eliminated, and the overall structure can be made compact and simple, resulting in the reduction of steel materials and other materials used. (Claim 2)
【図１】本発明の１実施の形態に係る軟弱地盤着底式防
波堤の正面図である。FIG. 1 is a front view of a soft ground bottom breakwater according to an embodiment of the present invention.
【図２】図１の実施の形態に係る軟弱地盤着底式防波堤
の端面図である。FIG. 2 is an end view of a soft ground bottom breakwater according to the embodiment of FIG.
【図３】本発明の第２の実施の形態に係る軟弱地盤着底
式防波堤の端面図である。FIG. 3 is an end view of a soft ground bottom breakwater according to a second embodiment of the present invention.
【図４】図３の第２の実施の形態に係る軟弱地盤着底式
防波堤の正面図である。FIG. 4 is a front view of a soft ground bottom breakwater according to the second embodiment of FIG.
【図５】従来の軟弱地盤着底式防波堤の斜視図である。FIG. 5 is a perspective view of a conventional breakwater with soft ground.
【図６】従来の別の軟弱地盤着底式防波堤の端面図であ
る。FIG. 6 is an end view of another conventional breakwater with soft ground bottom.
【図７】図６の従来の軟弱地盤着底式防波堤の正面図で
ある。FIG. 7 is a front view of the conventional soft ground bottom breakwater of FIG.
１ 底板 ２ 堤壁 ３ 杭体 ４ 支持材 ５，６，７ 補強材 ８，９ ダブリング １１ 堤壁としてのカーテンウオール １２ 底板 １３ 支持材 １４ 連結材 １５ 板状杭体 １６ 補強材 ２１ 底板 ２２ 堤壁 ２３ 杭体 ２３ａ 杭体の頂部 ２４ 補強材 ３１ 堤壁としてのカーテンウオール ３３ 長尺杭 ３４ 連結材 ａ 間隔 ｇ 軟弱地盤 ｇ0 岩盤 ｓ 海面DESCRIPTION OF SYMBOLS 1 Bottom plate 2 Bank wall 3 Pile body 4 Support material 5,6,7 Reinforcement material 8,9 Doubling 11 Curtain wall as a bank wall 12 Bottom plate 13 Support material 14 Connecting material 15 Plate-shaped pile body 16 Reinforcement material 21 Bottom plate 22 Bank wall 23 pile body 23a pile top 24 reinforcement material 31 curtain wall as a bank wall 33 long pile 34 connecting material a spacing g soft ground g 0 bedrock s sea surface
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特公 平３−46606（ＪＰ，Ｂ２) 特公 昭61−32457（ＪＰ，Ｂ２) 実用新案登録2503854（ＪＰ，Ｙ２) (58)調査した分野(Int.Cl.7，ＤＢ名) E02B 3/06 301 ─────────────────────────────────────────────────── ─── Continuation of the front page (56) References Japanese Patent Publication No. 3-46606 (JP, B2) Japanese Patent Publication No. 61-32457 (JP, B2) Utility model registration 2503854 (JP, Y2) (58) Fields investigated (58) Int.Cl. 7 , DB name) E02B 3/06 301
Claims (2)
底板の上面側には、同底板の上面との間に海水の流通路
が形成されるように同底板の上面から間隔を置いて堤壁
が支持材を介して支持され、上記底板の下面側には、防
波堤の全自重により軟弱地盤内に押し込まれた状態で上
記底板を軟弱地盤上に着底させるための杭体が下方へ向
けて突設され、上記支持材と上記底板との取合い部が補
強材により補強されていることを特徴とする、軟弱地盤
着底式防波堤。1. A bottom plate which is bottomed on soft ground, and is spaced from the top face of the bottom plate so that a seawater flow passage is formed between the bottom plate and the top face of the bottom plate. The levee wall is supported by a support material, and the bottom surface of the bottom plate is a pile for bottoming the bottom plate on the soft ground while being pushed into the soft ground by the total weight of the breakwater. Are projected downward, and the connecting portion between the support and the bottom plate is supplemented.
A breakwater with a soft ground, characterized by being reinforced by strong materials .
海水の流通路を形成するように同底板の上面から間隔を
置いて堤壁を支持材を介して支持させ、上記底板の下面
側に、防波堤の全自重により軟弱地盤内に押し込まれる
杭体を突設し、上記支持材と上記底板との取合い部を補
強材により補強するようにして、軟弱地盤着底式防波堤
をあらかじめ製作し、当該軟弱地盤着底式防波堤を所定
の海域まで搬送した後、同軟弱地盤着底式防波堤を水面
下へ降下させて行き、上記杭体が上記軟弱地盤着底式防
波堤の自重のみにより軟弱地盤内へ押し込まれることに
よって、上記底板の下面が上記軟弱地盤の表層に接し着
底した状態で、上記軟弱地盤着底式防波堤の所定の据付
場所への据付作業を終了することを特徴とする、軟弱地
盤着底式防波堤の着底方法。 2. Between the upper surface of the bottom plate and the upper surface of the bottom plate
Space from the top of the bottom plate to form a seawater flow passage.
Place and support the bank wall through the support material, and the bottom surface of the bottom plate
Side is pushed into the soft ground by the total weight of the breakwater
Project the piles and supplement the joint between the support and the bottom plate.
Reinforced by strong materials, soft ground bottom type breakwater
Is manufactured in advance, and the soft ground bottom type breakwater is specified.
After transporting to the sea area, the soft ground bottom breakwater
The pile body is lowered to prevent the soft ground bottom type
It will be pushed into the soft ground only by the weight of the breakwater.
Therefore, the bottom surface of the bottom plate is in contact with the surface layer of the soft ground to attach it.
Installed the above-mentioned soft ground bottom type breakwater in a bottomed state
Soft ground, characterized by finishing installation work in place
Board bottom method of bottom breakwater.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09671497A JP3372448B2 (en) | 1997-03-31 | 1997-03-31 | Soft ground landing type breakwater and its landing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP09671497A JP3372448B2 (en) | 1997-03-31 | 1997-03-31 | Soft ground landing type breakwater and its landing method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10280358A JPH10280358A (en) | 1998-10-20 |
| JP3372448B2 true JP3372448B2 (en) | 2003-02-04 |
Family
ID=14172424
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP09671497A Expired - Fee Related JP3372448B2 (en) | 1997-03-31 | 1997-03-31 | Soft ground landing type breakwater and its landing method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3372448B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5430641B2 (en) * | 2011-11-29 | 2014-03-05 | Ａｐｄ株式会社 | Tsunami breakwater and its layout |
| KR101248619B1 (en) * | 2012-09-20 | 2013-04-02 | 한국해양과학기술원 | Sinkable storm surge barrier and its construction method |
-
1997
- 1997-03-31 JP JP09671497A patent/JP3372448B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH10280358A (en) | 1998-10-20 |
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