JPH09242046A - Reclamation construction method of the sea by soft earth and sand - Google Patents
Reclamation construction method of the sea by soft earth and sandInfo
- Publication number
- JPH09242046A JPH09242046A JP4866096A JP4866096A JPH09242046A JP H09242046 A JPH09242046 A JP H09242046A JP 4866096 A JP4866096 A JP 4866096A JP 4866096 A JP4866096 A JP 4866096A JP H09242046 A JPH09242046 A JP H09242046A
- Authority
- JP
- Japan
- Prior art keywords
- soft
- landfill
- sand
- revetment
- drain
- 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
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、含水率の高い建設
残土等の軟弱土砂を用いて海面を埋め立て、形成される
軟弱地盤を早期に改良する軟弱土砂による海面埋立工法
に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for landfilling a sea surface using soft earth and sand to bury the sea surface with soft earth and sand such as construction residual soil having a high water content and to quickly improve the soft ground formed.
【０００２】[0002]
【従来の技術】一般に、含水率の高い軟弱土砂を用いて
海面を埋め立て、形成される軟弱埋立地盤を改良し、用
地を早期に公園や宅地等に利用可能にする埋立工法とし
ては、従来、図５に示すように、海底面１上に埋立域を
囲む配置に外周護岸２を構築し、その内面に吸い出し防
止工３を施した後、外周護岸２の内側に水搬等によって
軟弱土砂を搬入し、形成された軟弱埋立地盤４中に縦方
向に多数のドレーン材を打ち込んで鉛直ドレーン５，５
……を形成し、その軟弱埋立地盤４上に上載土層６を設
置し、その荷重を利用して圧密排水を促進する方法があ
る。2. Description of the Related Art Generally, as a landfill method for land reclamation of the sea surface using soft soil having a high water content to improve a soft landfill site that is formed and to make the site available for a park or a residential land at an early stage, As shown in FIG. 5, after constructing the outer peripheral revetment 2 on the sea bottom 1 so as to surround the landfill area, and applying the suction preventive work 3 to the inner surface thereof, soft sand is carried inside the outer peripheral revetment 2 by water transportation or the like. Vertical drains 5 and 5 by loading a large number of drain materials in the vertical direction into the soft landfill board 4 that has been carried in and formed.
.. is formed, the upper soil layer 6 is installed on the soft landfill 4, and the load is utilized to accelerate the consolidation drainage.
【０００３】また、この他、図６に示すように、鉛直ド
レーン５，５……を設置した軟弱埋立地盤４上に上載土
層７を設置し、その中に吸水管８を埋め込むとともに、
表面を気密シート９で覆い、吸水管８内を減圧装置１０
により減圧することにより大気圧載荷させ、これによっ
て鉛直ドレーンを通じた圧密排水を促進させる方法があ
る。In addition to this, as shown in FIG. 6, a top soil layer 7 is installed on a soft landfill site 4 on which vertical drains 5, 5 ... Are installed, and a water absorption pipe 8 is embedded in it.
The surface is covered with the airtight sheet 9, and the inside of the water absorption pipe 8 is decompressed.
There is a method in which the pressure is reduced by the method to load it under atmospheric pressure, thereby promoting the consolidation drainage through the vertical drain.
【０００４】更に、図７に示すように、軟弱埋立地盤４
内に水平方向にドレーン材を埋め込んだ水平ドレーン１
１，１１……を多段配置に設置するとともに、軟弱埋立
地盤４の表面を気密シート１２で覆い、各水平ドレーン
１１，１１……の端部を通水パイプ１３を介して減圧装
置１４に連通させ、水平ドレーン１１，１１……内を減
圧することにより、大気圧載荷させ、水平ドレーンを通
じた圧密排水を促進させる方法がある。Further, as shown in FIG. 7, a soft landfill 4
Horizontal drain 1 with drain material embedded horizontally inside
1, 11 ... are installed in multiple stages, the surface of the soft landfill floor 4 is covered with an airtight sheet 12, and the ends of each horizontal drain 11, 11 ... Then, by depressurizing the inside of the horizontal drains 11, 11, ..., The atmospheric pressure is loaded, and the consolidation drainage through the horizontal drain is promoted.
【０００５】これらの工法は、いずれも圧密排水を促進
し、軟弱埋立地盤の強度を増加させると同時に、残留沈
下を低減させて用地を完成させるものである。All of these construction methods promote consolidation drainage, increase the strength of the soft landfill, and at the same time reduce residual settlement to complete the site.
【０００６】[0006]
【発明が解決しようとする課題】しかし、前述した図
５、図６の鉛直ドレーンと上載土載荷もしくは大気圧載
荷による従来工法では軟弱土による一括埋立完了後にド
レーン材を埋立地盤中に打設するものであるが、その打
設作業を陸打、即ち、陸上を走行する機械を使用して打
設しようとする場合には機械の走行が可能な程度にま
で、表層処理等の仮設工事を必要とするという問題があ
る。However, in the conventional construction method using the vertical drain and the above-mentioned soil loading or atmospheric loading as shown in FIG. 5 and FIG. 6 described above, the drain material is placed in the landfill after completion of the collective landfill with soft soil. However, if the placement work is to be done by landing, that is, when using a machine that runs on land, temporary construction work such as surface treatment is required to the extent that the machine can run. There is a problem that
【０００７】また、ドレーン材の打設作業を海打、即
ち、水上に浮べた作業船を使用して打設しようとする場
合には、地盤上に一定深さの水が必要となるため、埋立
天端高さが著しく低くなるという問題がある。[0007] Further, when the drain material is to be cast by sea, that is, when a work boat floating on the water is to be used, a certain depth of water is required on the ground. There is a problem that the height of the landfill crown is extremely low.
【０００８】更に、上載土載荷による場合には、載荷の
ために多量の土砂を必要とし、かつ、一気の載荷土搬入
は埋立地盤の破壊を招くため、段階的に少量づつ載荷さ
せる必要があり、時間がかかるという問題があった。Further, in the case of top-loading soil loading, a large amount of earth and sand is required for loading, and a single loading of soil loading causes destruction of the landfill board, so it is necessary to load in small amounts in stages. There was a problem that it took time.
【０００９】また、大気圧載荷による場合は多数の配管
を必要とし、気密性の確保にも多大の工費を要し、更に
大気圧の効果を確実にするためには減圧配管を直接ドレ
ーン材頭部に連結する等の手段も必要となる等の問題が
ある。[0009] Further, when loading at atmospheric pressure, a large number of pipes are required, and a great amount of work is required to ensure airtightness. Further, in order to ensure the effect of atmospheric pressure, the pressure reducing pipe is directly connected to the drain head. There is a problem that means such as connecting to the section is also required.
【００１０】一方、図７に示した水平ドレーンによる方
法では、埋立地盤が超軟弱である場合には地盤天端から
のドレーン材の水平布設が可能であるが、例えば建設残
土のように軟弱とはいえ、ある程度の強度をもつ埋立土
による地盤内へ、ドレーン材を水平に押し込むのは極め
て困難となるという問題があった。On the other hand, according to the method using the horizontal drain shown in FIG. 7, when the landfill is extremely soft, it is possible to lay the drain material horizontally from the top of the ground. However, there was a problem that it was extremely difficult to horizontally push the drain material into the ground by using the landfill soil having a certain strength.
【００１１】更に、施工断面として正方形、正三角形等
の配置を確保するための施工管理も容易ではなく、ま
た、大気圧の効果を確実にするための水平ドレーンの端
部処理には、多大の機材、労力、時間を要し、気密性確
保と雨水対策のためには、埋立地全面にシートを布設す
る必要があり、多大の工費を要する等の問題があった。Furthermore, it is not easy to manage the construction for ensuring the arrangement of squares, regular triangles, etc. as the construction cross section, and the end treatment of the horizontal drain for ensuring the effect of atmospheric pressure requires a great deal of work. It takes equipment, labor and time, and it is necessary to lay a sheet on the entire landfill site in order to secure airtightness and prevent rainwater.
【００１２】本発明は上述の如き従来の問題に鑑み、施
工が容易で工費が少く、かつ、より効果的な軟弱土砂に
よる海面埋立工法の提供を目的としてなされたものであ
る。In view of the above-mentioned conventional problems, the present invention has been made for the purpose of providing a sea surface landfilling method using soft earth and sand, which is easy to construct, has a low construction cost, and is more effective.
【００１３】[0013]
【課題を解決するための手段】上述の如き従来の問題を
解決し、所期の目的を達成するための本発明の特徴は、
海底面上に構築した外周護岸により囲まれた埋立域内に
埋立用軟弱土砂を搬入し、形成される軟弱地盤の所定深
さ毎に水平方向にドレーン材を布設して軟弱埋立地盤内
に複数段配置に水平ドレーンを設置し、該水平ドレーン
を通じて排水することにより地盤改良する軟弱土砂によ
る海面埋立工法において、軟弱土砂の搬入の際に、前記
水平ドレーンの一端側の外周護岸に沿い、かつ該水平ド
レーンの一端を埋め込んで上下に連続した排水砂層を形
成するとともに、排水砂層の底部にウェルポイントを設
置し、該ウェルポイントを通じて減圧ポンプにより排水
砂層内の水を強制排水させることにある。SUMMARY OF THE INVENTION The features of the present invention for solving the conventional problems as described above and achieving the intended purpose are as follows.
Weld soft sand for reclamation into the reclamation area surrounded by the outer revetment constructed on the sea bottom, and lay a drain material horizontally at each specified depth of the soft ground to be formed, and multiple steps are carried out in the soft reclamation site. A horizontal drain is installed in the arrangement, and in the sea surface land reclamation method using soft soil to improve the ground by draining water through the horizontal drain, when carrying in soft soil, along the outer revetment on one end side of the horizontal drain, and This is to embed one end of the drain to form a vertically continuous drainage sand layer, install a well point at the bottom of the drainage sand layer, and forcibly drain the water in the drainage sand layer by a decompression pump through the well point.
【００１４】また排水砂層に面した外周護岸の海面より
高い位置に、該護岸の内外に通じる通水路を設け、該通
水路を通して前記排水砂層内の水を自然排水させた後ウ
ェルポイントを通じて強制排水させることが好ましく、
更に、外周護岸の内側に排水砂層及び埋立用軟弱土砂を
一定高さまで収容する毎に、その上面にドレーン材を布
設することにより水平ドレーンを軟弱埋立地盤中に複数
段配置に設置し、軟弱埋立地盤の最上部に載荷用の薄客
土層を設置することが好ましい。Further, a water passage communicating with the inside and outside of the revetment is provided at a position higher than the sea surface of the outer revetment facing the drainage sand layer, and water in the drainage sand layer is naturally drained through the water passage, and then forced drainage is performed through a well point. Preferably,
Furthermore, every time the drainage sand layer and the soft sand for landfill are stored up to a certain height inside the outer peripheral revetment, drain material is laid on the upper surface of the drainage sand to install horizontal drains in multiple steps in the soft landfill site. It is preferable to install a thin soil layer for loading on the top of the ground.
【００１５】更に、軟弱埋立地盤の最上部に最終客土の
一部となる薄客土層を設置し、外周護岸の通水路より排
水層内の水を自然排水させた後、ウェルポイントを通じ
て強制排水させることが好ましい。Furthermore, a thin soil layer, which is a part of the final soil, is installed on the top of the soft landfill, and the water in the drainage layer is naturally drained from the water passage of the outer revetment and then forced through the well point. It is preferably drained.
【００１６】[0016]
【発明の実施の形態】次に本発明の一実施形態を図１〜
図４について説明する。BEST MODE FOR CARRYING OUT THE INVENTION Next, an embodiment of the present invention will be described with reference to FIGS.
Referring to FIG.
【００１７】図１は本発明工法により造成された地盤改
良前の軟弱埋立地盤の一例を示している。図において、
２０ａ，２０ｂは共に外周護岸を示しており、２０ａは
その陸側に近い一辺を構築している陸側護岸であり、２
０ｂは陸側護岸を除く他の辺の一般護岸である。この両
護岸はいずれも海底面２１上に構築され、図２に示すよ
うに、この護岸２０ａ，２０ｂによって周囲が囲まれた
長方形状の埋立域２２を形成している。FIG. 1 shows an example of a soft landfill ground before ground improvement made by the method of the present invention. In the figure,
Reference numerals 20a and 20b each denote an outer peripheral revetment, and 20a is a land-side revetment constructing one side close to the land side.
0b is a general revetment on the other side except for the land side revetment. Both of these revetments are constructed on the sea bottom 21, and as shown in FIG. 2, they form a rectangular landfill area 22 surrounded by the revetments 20a and 20b.
【００１８】陸側護岸２０ａは止水性をもたせた鋼矢板
二重壁か鋼矢板セルにより築造され、中詰に砂質土であ
る１種、２種の建設残土を使用している。また、他の一
般護岸２０ｂは石材の積み上げによって構築し、内側法
面に吸出防止工２３を施して埋立土砂の漏出を防いでい
る。埋立域２２内には、陸側護岸２０ａに接して縦方向
に連続した排水砂層２５が、その陸側護岸２０ａの全長
にわたって設置されており、これに連続して他の全域に
軟弱埋立土が収容されて軟弱埋立地盤２６となってお
り、その天端に薄い客土層２７が敷設されている。The land-side revetment 20a is constructed by a steel sheet pile double wall or steel sheet pile cell having a water blocking property, and uses 1 type or 2 types of construction residual soil which is sandy soil as the inner filling. Further, the other general revetment 20b is constructed by stacking stone materials, and the inner slope is provided with a suction preventive work 23 to prevent the landfill from leaking. In the landfill area 22, a drainage sand layer 25 that is continuous in the vertical direction in contact with the land-side revetment 20a is installed over the entire length of the land-side revetment 20a, and in succession to this, soft landfill soil is provided in other regions. It is housed in a soft reclaimed land 26, and a thin soil layer 27 is laid on the top of it.
【００１９】埋立地盤２６内には複数段配置に水平ドレ
ーン２８，２８……が埋設されており、この各水平ドレ
ーン２８は透水性の中空帯状をしたドレーン材を水平方
向に設置し、その一端が開放された状態のまま排砂層２
５内に埋め込まれている。この各ドレーン材の他端は陸
側護岸２０ａの対岸の一般護岸２０ｂの内側面から一定
長さＬだけ離した位置に埋設されている。Horizontal drains 28, 28 ... Are embedded in a plurality of stages in the landfill 26, and each horizontal drain 28 is provided with a water-permeable hollow belt-shaped drain material in the horizontal direction, and one end thereof is provided. Sand removal layer 2 with the open state
It is embedded in 5. The other end of each drain material is embedded at a position separated from the inner surface of the general revetment 20b opposite to the land side revetment 20a by a fixed length L.
【００２０】陸側護岸２０ａには、海水面ＷＬより稍高
い位置に内外に通じる通水路３０が設けられ、この通水
路３０には海水の埋立域側への流入を防止する逆止弁３
１が設けられている。A water passage 30 communicating inside and outside is provided at a position slightly higher than the sea surface WL on the land side revetment 20a, and the check valve 3 for preventing the inflow of sea water to the landfill side is provided in this water passage 30.
1 is provided.
【００２１】排水砂層２２内には、その底部にウェルポ
イント３５が設置されており、このウェルポイント３５
に連通する吸水管３６を陸側護岸２０ａ上に延長させ、
その端部を減圧装置３７に連結している。A well point 35 is installed at the bottom of the drainage sand layer 22.
The water absorption pipe 36 communicating with the above is extended on the land side revetment 20a,
Its end is connected to the decompression device 37.
【００２２】ウェルポイント３５は、図３に示すよう
に、周囲に通水孔４０，４０……が多数開口された鋼管
からなる本体部４１を有し、その本体部４１の通水孔４
０，４０……の外側をストレーナ濾過網４２を覆うとと
もに、先端開口４３内に内圧の上昇によって開放される
逆止弁４４が設けられたものを使用している。As shown in FIG. 3, the well point 35 has a main body portion 41 made of a steel pipe having a large number of water passage holes 40, 40 ...
0, 40 ... Outside of the strainer filter net 42 is covered, and a check valve 44 is provided in the tip opening 43, which is opened by an increase in internal pressure.
【００２３】そして、本体部４１の上端に吸水管３６を
連結し、打ち込み時には、吸水管３６を通して圧力水を
送り込み、先端開口４３及び通水孔４０，４０……より
水を噴射させながら打ち込む。Then, a water absorption pipe 36 is connected to the upper end of the main body 41, and at the time of driving, pressure water is sent through the water absorption pipe 36, and is sprayed while ejecting water from the tip opening 43 and the water passage holes 40, 40 ....
【００２４】また打ち込み後の排水時には内部が減圧さ
れるため先端開口４３は閉じられ、周囲の通水孔４０，
４０……からストレーナ濾過網４２を通して水が吸い上
げられるようになっている。Further, at the time of draining after driving, the inside pressure is reduced so that the tip end opening 43 is closed and the surrounding water passages 40,
Water is sucked up from 40 ... through the strainer filter net 42.
【００２５】次に上述した埋立地盤の形成及び地盤改良
について説明すると、陸側護岸２０ａ及び一般護岸２０
ｂによって構成された外周護岸に囲まれた埋立域２２内
に、図４に示すように、最下層用の埋立土２６ａ及び排
水砂層用砂２５ａを搬入する。この搬入に際しては、図
４（イ）に示すように、先ず、排水砂層用砂２５ａを所
定の高さまで積み上げた後、図４（ロ）に示すように、
これと同高さまで埋立土２６ａを積み上げる。Next, the formation of the reclaimed land and the improvement of the ground will be described. The land side revetment 20a and the general revetment 20
As shown in FIG. 4, the landfill soil 26a for the lowermost layer and the sand 25a for the drainage sand layer are carried into the landfill area 22 surrounded by the outer revetment constituted by b. At the time of this loading, as shown in FIG. 4 (a), first, the drainage sand layer sand 25a is piled up to a predetermined height, and then as shown in FIG. 4 (b).
The landfill 26a is piled up to the same height as this.
【００２６】次いで、図４（ハ）に示すように、その上
面に第一段目の水平ドレーン２８用のドレーン材を布設
する。その布設に際しては一端の開放側端部２８ａを排
水砂層用砂２５ａの上面に一定長さ（約２メートル）載
せ、他端の閉鎖側端部２８ｂを一般護岸２０ｂから一定
長さＬ（数メートル）だけ離して布設する。Then, as shown in FIG. 4C, a drain material for the first horizontal drain 28 is laid on the upper surface thereof. At the time of laying, one open end 28a is placed on the upper surface of the sand 25a for drainage sand for a certain length (about 2 meters), and the other closed end 28b is attached for a certain length L (several meters) from the general revetment 20b. ) Only separate and lay it.
【００２７】同様にして二段目、三段目と順次排水砂層
用砂２５ｂ，２５ｃ……、埋立土２６ｂ，２６ｃ……、
水平ドレーン２８，２８……を設置して、天端まで施工
し、最上層に厚さ１ｍ程度の客土層２７を設置する。In the same manner, the second and third steps are sequentially carried out for the drainage sand layer sands 25b, 25c ..., Landfill soils 26b, 26c.
Horizontal drains 28, 28 are installed, and construction is performed up to the top, and a soil layer 27 with a thickness of about 1 m is installed on the top layer.
【００２８】このようにして埋立地盤２６を造成した
後、排水砂層２５内に上面よりウェルポイント３５を吸
水管３６と共に打ち込み、この吸水管３６の上端側を減
圧装置３７に連結する。After the landfill plate 26 is constructed in this manner, the well point 35 is driven into the drainage sand layer 25 from the upper surface together with the water absorption pipe 36, and the upper end side of the water absorption pipe 36 is connected to the decompression device 37.
【００２９】このようにして軟弱土砂による全体の埋立
が完了した直後は埋立地盤２６内の水位はかなり高い所
にあるため、通水路３０を通して排水砂層２５内の水を
自然排水させる。これが予備載荷となる。尚、ウェルポ
イント３５のみによる水位低下には限界（６ｍ位）があ
るため、この段階ではウェルポイント３５を使用した際
の水位低下をなるべく大きくするために減圧装置の運転
は行わない。尚、薄層の客土層２７は埋立地盤２６の表
層を保護し、クラックの発生と雨水侵入を防ぐととも
に、雨水に対する表層排水層として機能する。またこの
客土は最終客土の一部となり将来の用地利用に資する。
尚、図１中３８は表層排水孔である。Immediately after the whole landfill with soft soil is completed in this way, the water level in the reclaimed land 26 is quite high, so that the water in the drainage sand layer 25 is naturally drained through the water passage 30. This is the preliminary loading. Since there is a limit (about 6 m) in lowering the water level only by the well point 35, the depressurizing device is not operated at this stage in order to make the lowering of the water level when using the well point 35 as large as possible. The thin soil layer 27 protects the surface of the landfill board 26, prevents cracks and rainwater from entering, and functions as a surface drainage layer for rainwater. This land will become part of the final land and will contribute to future land use.
Incidentally, reference numeral 38 in FIG. 1 is a surface layer drainage hole.
【００３０】このようにして予備載荷の効果による圧密
度が８０％程度にまで達した段階でウェルポイント３５
から強制排水させ水位を低下させる。この結果、各水平
ドレーン２８には、排水砂層側端部と埋立地盤２６内側
とに埋立土中の過剰間隙水圧に加え水位低下量に対応し
た水頭差を生じ、水平ドレーン２８中に排水砂層２５へ
向かう流れが生じ、埋立地盤２６からの排水が、水頭差
がなくなるまで持続する。尚、埋立土砂の圧密係数を把
握した上で水平ドレーン２８の上下間隔を適切に設計す
ることにより、水位低下完了時から数十日で８０％圧密
が完了するように計画することができる。In this way, when the compaction density due to the effect of preliminary loading reaches about 80%, the well point 35
Forced drainage from the water to lower the water level. As a result, in each horizontal drain 28, a water head difference corresponding to the amount of water level drop occurs in addition to the excess pore water pressure in the landfill between the drainage sand layer side end portion and the inside of the landfill floor 26, and the drainage sand layer 25 in the horizontal drain 28. A flow is generated toward and the drainage from the landfill board 26 continues until there is no head difference. It is possible to plan to complete 80% consolidation within several tens of days after the completion of lowering the water level by appropriately designing the vertical spacing of the horizontal drain 28 after grasping the consolidation coefficient of the landfill.
【００３１】そして、このような載荷排水による圧密度
が８０％程度に達した後、その時の沈下量（数メート
ル）に見合う最終客土を、例えば、１種、２種の建設残
土等の軟弱でない通常土砂によって行う。これによって
さらなる載荷としての働きをなさせると同時に、埋立地
の公園、宅地等への供用の表層地盤とする。After the compaction density due to such loading drainage reaches about 80%, the final soil corresponding to the subsidence amount (several meters) at that time is softened by, for example, 1 type or 2 types of construction residual soil. Not usually done by sediment. This will serve as a further load, and at the same time, it will serve as a surface ground for use in landfill parks, residential land, etc.
【００３２】[0032]
【発明の効果】上述したように本発明の軟弱土砂による
海面埋立工法においては、護岸の通水路による予備排水
とウェルポイントからの排水により、多段砂マウンド中
に充分で確実な水位低下を実現できるので、水平ドレー
ンの排水砂層側端部と埋立地盤中部分との間に確実に水
頭差が生じ、水平ドレーンを介し、埋立土層からの排水
が進行する。As described above, in the sea surface reclamation method using soft earth and sand according to the present invention, it is possible to realize a sufficient and reliable water level drop in the multi-stage sand mound by the preliminary drainage by the water passage of the revetment and the drainage from the well point. Therefore, the head difference is surely generated between the drainage sand layer side end of the horizontal drain and the central part of the landfill site, and the drainage from the landfill soil layer progresses through the horizontal drain.
【００３３】近年の材料技術によれば、ドレーン材の透
水係数は充分に大きい（例、k=1.0cm/sec)ので、水位低
下による水平ドレーンを介しての圧密排水は充分に遠端
まで期待でき、止水性護岸、多段砂マウンド等の一連の
工事は陸側護岸にのみ実施すればよく、全体工事の経済
性確保に大きく寄与する。According to the recent material technology, since the hydraulic conductivity of the drain material is sufficiently large (eg, k = 1.0 cm / sec), the consolidated drainage through the horizontal drain due to the water level drop is expected to the far end. It is possible to carry out a series of works such as water revetment and multi-stage sand mound only on the land side revetment, which greatly contributes to securing the economic efficiency of the entire construction.
【００３４】また、水平ドレーンの布設を層状埋立の過
程で行うことにより施工が容易でほとんど余分な時間を
要せず、かつ、水平ドレーンの配置は層状配置なので施
工管理が容易である。Further, since the horizontal drains are laid in the layered landfill process, the construction is easy and almost no extra time is required, and the construction of the horizontal drains is layered so that construction management is easy.
【００３５】圧密排水のための載荷は排水砂層中のウェ
ルポイントによる水位低下で与えられるので、多量の載
荷盛土の必要がなく、大気圧載荷に比しても、気密シー
トやドレーンの端部処理等の余分な関連工事の必要がな
い。Since the load for consolidation drainage is given by lowering the water level due to the well point in the drainage sand layer, there is no need for a large amount of embankment, and even when compared with atmospheric pressure loading, the end portion treatment of the airtight sheet or drain is performed. There is no need for extra related construction.
【００３６】更に、排水砂層に面した外周護岸に通水路
を設けることによりウェルポイントの効果を助け、また
雨水排水が容易になる。Further, by providing a water passage on the outer revetment facing the drainage sand layer, the effect of the well point is assisted and rainwater drainage becomes easy.
【図１】本発明を実施した埋立地盤を示す縦断面図であ
る。FIG. 1 is a vertical sectional view showing a landfill board embodying the present invention.
【図２】本発明工法において構築する外周護岸の一例の
平面図である。FIG. 2 is a plan view of an example of an outer peripheral revetment constructed by the method of the present invention.
【図３】本発明工法において使用するウェルポイントの
一例の断面図である。FIG. 3 is a cross-sectional view of an example of a well point used in the method of the present invention.
【図４】（イ）〜（ハ）は、本発明工法の実施に際する
埋立土ドレーン材等の搬入、設置工程を示す断面図であ
る。4 (a) to 4 (c) are cross-sectional views showing the steps of carrying in and installing a landfill soil drain material and the like when carrying out the method of the present invention.
【図５】鉛直ドレーン及び盛土載荷による従来工法を示
す縦断面図である。FIG. 5 is a vertical cross-sectional view showing a conventional method of loading a vertical drain and embankment.
【図６】鉛直ドレーン及び大気圧載荷による従来工法を
示す縦断面図である。FIG. 6 is a vertical cross-sectional view showing a conventional construction method using a vertical drain and atmospheric pressure loading.
【図７】水平ドレーン及び大気圧載荷による従来工法を
示す縦面図である。FIG. 7 is a vertical view showing a conventional construction method using a horizontal drain and atmospheric pressure loading.
２０ａ 陸側護岸 ２０ｂ 一般護岸 ２１ 海底面 ２２ 埋立域 ２３ 吸出防止工 ２５ 排水砂層 ２５ａ，２５ｂ 砂 ２６ 埋立地盤 ２６ａ，２６ｂ 埋立土 ２７ 客土層 ２８ 水平ドレーン ３０ 通水路 ３１ 逆止弁 ３５ ウェルポイント ３６ 吸水管 ３７ 減圧装置 ３８ 表層排水孔 ４０ 通水孔 ４１ 本体部 ４２ ストレーナ濾過網 ４３ 先端開口 ４４ 逆止弁 20a Land-side revetment 20b General revetment 21 Seabed 22 Landfill area 23 Suction prevention work 25 Drainage sand layer 25a, 25b Sand 26 Landfill site 26a, 26b Landfill 27 Customer soil layer 28 Horizontal drain 30 Water passage 31 Check valve 35 Well point 36 Water absorption pipe 37 Decompression device 38 Surface layer drainage hole 40 Water passage hole 41 Main body 42 Strainer filtration net 43 Tip opening 44 Check valve
───────────────────────────────────────────────────── フロントページの続き (71)出願人 000166627 五洋建設株式会社 東京都文京区後楽２丁目２番８号 (71)出願人 000183325 住友建設株式会社 東京都新宿区荒木町13番地の４ (71)出願人 000148346 株式会社銭高組 大阪府大阪市西区西本町２丁目２番11号 (71)出願人 000150110 株式会社竹中土木 東京都中央区銀座８丁目21番１号 (71)出願人 000140982 株式会社間組 東京都港区北青山２丁目５番８号 (71)出願人 000236610 不動建設株式会社 大阪府大阪市中央区平野町四丁目２番16号 (72)発明者 三木 博史 茨城県つくば市大字旭１番地 建設省土木 研究所内 (72)発明者 三原 慎弘 茨城県つくば市大字旭１番地 建設省土木 研究所内 (72)発明者 杉山 雅彦 東京都文京区音羽二丁目10番２号 財団法 人先端建設技術センター内 (72)発明者 佐々木 徹 東京都千代田区神田司町２丁目３番地 株 式会社大林組東京本社内 (72)発明者 井上 一正 東京都新宿区西新宿３丁目７番１号 五洋 建設株式会社内 (72)発明者 土居 洋一 東京都新宿区荒木町13番地の４ 住友建設 株式会社内 (72)発明者 野永 健二 東京都千代田区一番町31番地 株式会社錢 高組内 (72)発明者 奥村 良介 東京都中央区銀座８丁目21番１号 株式会 社竹中土木内 (72)発明者 馬渡 祐二 東京都港区北青山２丁目５番８号 株式会 社間組内 (72)発明者 山本 実 東京都台東区台東１丁目２番１号 不動建 設株式会社内 ─────────────────────────────────────────────────── ─── Continuation of the front page (71) Applicant 000166627 Goyo Construction Co., Ltd. 2-8 Koraku, Bunkyo-ku, Tokyo (71) Applicant 000183325 Sumitomo Construction Co., Ltd. 13-13 Arakicho, Shinjuku-ku, Tokyo ( 71) Applicant 000148346 Zentakagumi Co., Ltd. 2-2-11 Nishinishimachi, Nishi-ku, Osaka City, Osaka Prefecture (71) Applicant 000150110 Civil engineering Takenaka Corporation 8-21-1 Ginza, Chuo-ku, Tokyo (71) Applicant 000140982 Co., Ltd. Inter-group 2-5-8 Kita-Aoyama, Minato-ku, Tokyo (71) Applicant 000236610 Fudo Construction Co., Ltd. 4-2-1-16 Hirano-cho, Chuo-ku, Osaka-shi, Osaka (72) Inventor Hiroshi Miki Asahi 1, Tsukuba, Ibaraki Prefecture Address Civil Engineering Research Institute, Ministry of Construction (72) Inventor Masahiro Mihara 1 Asahi, Tsukuba, Ibaraki Prefecture Civil Engineering Research Institute, Ministry of Construction (72) Inventor Masahiko Sugiyama Tokyo 2-10-2 Otowa, Kyo-ku, Foundation In the Center for Advanced Construction Technology (72) Inventor Toru Sasaki 2-3 Chome, Kandaji-cho, Chiyoda-ku, Tokyo Obayashi Corporation Tokyo Head Office (72) Inventor Kazumasa Inoue 3-7-1, Nishi-Shinjuku, Shinjuku-ku, Tokyo Within Goyo Construction Co., Ltd. (72) Inventor Yoichi Doi 4 13-13 Arakicho, Shinjuku-ku, Tokyo Sumitomo Construction Co., Ltd. (72) Inventor Kenji Nonaga Tokyo 31 Ichibancho, Chiyoda-ku Oitakagumi Co., Ltd. (72) Inventor Ryosuke Okumura 8-21-1, Ginza, Chuo-ku, Tokyo Takenaka Civil Engineering Co., Ltd. (72) Yuji Madawa, Kita-Aoyama, Minato-ku, Tokyo 2 Chome 5-8 Intra-company group (72) Inventor Minoru Yamamoto 1-2-1 Taito, Taito-ku, Tokyo Inside Fudo Construction Co., Ltd.
Claims (5)
れた埋立域内に埋立用軟弱土砂を搬入し、形成される軟
弱埋立地盤の所定深さ毎に水平方向にドレーン材を布設
して軟弱埋立地盤内に複数段配置に水平ドレーンを設置
し、該水平ドレーンを通じて排水することにより地盤改
良する軟弱土砂による海面埋立工法において、 軟弱土砂の搬入の際に、前記水平ドレーンの一端側の外
周護岸に沿い、かつ該水平ドレーンの一端を埋め込んで
上下に連続した排水砂層を形成するとともに、排水砂層
の底部にウェルポイントを設置し、該ウェルポイントを
通じて減圧ポンプにより排水砂層内の水を強制排水させ
ることを特徴としてなる軟弱土砂による海面埋立工法。1. Soft land for landfill is carried into a landfill area surrounded by a peripheral revetment constructed on the sea floor, and a drain material is laid horizontally for each predetermined depth of the soft landfill site to be formed to soften it. In the sea surface land reclamation method using soft earth and sand, where horizontal drains are installed in multiple steps in the landfill and drainage is performed through the horizontal drain, in the landfill method of soft earth and sand, when carrying in soft earth and sand, the outer revetment on one end side of the horizontal drain Along the top of the horizontal drain, one end of the horizontal drain is embedded to form a continuous drain sand layer, and a well point is installed at the bottom of the drain sand layer, and the water in the drain sand layer is forcibly drained by a decompression pump through the well point. The sea surface reclamation method using soft earth and sand that is characterized.
い位置に、該護岸の内外に通じる通水路を設け、該通水
路を通して前記排水砂層内の水を自然排水させた後ウェ
ルポイントを通じて強制排水させる請求項１に記載の軟
弱土砂による海面埋立工法。2. A water passage communicating with the inside and outside of the revetment is provided at a position higher than the sea surface of the outer revetment facing the drainage sand layer, and the water in the drainage sand layer is naturally drained through the water passage and then forced through the well point. The sea surface landfill construction method using soft earth and sand according to claim 1, which is drained.
弱土砂を一定高さまで収容する毎に、その上面にドレー
ン材を布設することにより水平ドレーンを軟弱埋立地盤
中に複数段配置に設置する請求項１もしくは２に記載の
軟弱土砂による海面埋立工法。3. Horizontal drains are installed in multiple steps in a soft landfill site by installing drain material on the upper surface of the drainage sand layer and soft sand for landfill up to a certain height every time it is stored inside the perimeter revetment. The sea surface landfill construction method using the soft soil according to claim 1 or 2.
層を設置する請求項１もしくは２に記載の軟弱土砂によ
る海面埋立工法。4. The sea surface landfill method using soft earth and sand according to claim 1 or 2, wherein a thin soil layer for loading is installed on the top of the soft landfill site.
となる薄客土層を設置し、外周護岸の通水路より排水層
内の水を自然排水させた後、ウェルポイントを通じて強
制排水させる請求項２もしくは４に記載の軟弱土砂によ
る海面埋立工法。5. A thin soil layer, which is a part of the final soil, is installed at the top of the soft reclaimed land, the water in the drainage layer is naturally drained from the water passage of the outer revetment, and then forced through the well point. The sea surface landfill construction method using soft earth and sand according to claim 2 or 4 for draining.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4866096A JPH09242046A (en) | 1996-03-06 | 1996-03-06 | Reclamation construction method of the sea by soft earth and sand |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4866096A JPH09242046A (en) | 1996-03-06 | 1996-03-06 | Reclamation construction method of the sea by soft earth and sand |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH09242046A true JPH09242046A (en) | 1997-09-16 |
Family
ID=12809512
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4866096A Pending JPH09242046A (en) | 1996-03-06 | 1996-03-06 | Reclamation construction method of the sea by soft earth and sand |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH09242046A (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100427589B1 (en) * | 2001-03-30 | 2004-04-29 | 김동민 | Soil improvement structure and method viscous soil reclaimed land |
| KR100826678B1 (en) * | 2006-05-17 | 2008-05-02 | 에코랜드 주식회사 | Drainage and dewatering methods from liquid waste, waste lime, waste gypsum, sludge, sediment, dredged soil containing high water |
| JP2009002020A (en) * | 2007-06-20 | 2009-01-08 | Toyohashi Univ Of Technology | Method for measuring stability of sea bed ground to wave |
| KR100922204B1 (en) * | 2008-09-04 | 2009-10-20 | 박성언 | Earth reinforcement for foundation in the soft ground and construction method |
| CN103590370A (en) * | 2013-06-09 | 2014-02-19 | 罗朝钦 | Sea enclosing, draining and land reclaiming construction method |
| CN110080169A (en) * | 2019-04-03 | 2019-08-02 | 温州大学 | A kind of construction method reclaimed fields from the sea utilized based on basement |
| JP2021080658A (en) * | 2019-11-15 | 2021-05-27 | 株式会社大林組 | Soil drainage device |
-
1996
- 1996-03-06 JP JP4866096A patent/JPH09242046A/en active Pending
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100427589B1 (en) * | 2001-03-30 | 2004-04-29 | 김동민 | Soil improvement structure and method viscous soil reclaimed land |
| KR100826678B1 (en) * | 2006-05-17 | 2008-05-02 | 에코랜드 주식회사 | Drainage and dewatering methods from liquid waste, waste lime, waste gypsum, sludge, sediment, dredged soil containing high water |
| JP2009002020A (en) * | 2007-06-20 | 2009-01-08 | Toyohashi Univ Of Technology | Method for measuring stability of sea bed ground to wave |
| KR100922204B1 (en) * | 2008-09-04 | 2009-10-20 | 박성언 | Earth reinforcement for foundation in the soft ground and construction method |
| CN103590370A (en) * | 2013-06-09 | 2014-02-19 | 罗朝钦 | Sea enclosing, draining and land reclaiming construction method |
| CN110080169A (en) * | 2019-04-03 | 2019-08-02 | 温州大学 | A kind of construction method reclaimed fields from the sea utilized based on basement |
| CN110080169B (en) * | 2019-04-03 | 2020-11-24 | 温州大学 | Construction method for building land by enclosing sea based on basement utilization |
| JP2021080658A (en) * | 2019-11-15 | 2021-05-27 | 株式会社大林組 | Soil drainage device |
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