JPH06220865A - Double cofferdam process - Google Patents
Double cofferdam processInfo
- Publication number
- JPH06220865A JPH06220865A JP3120493A JP3120493A JPH06220865A JP H06220865 A JPH06220865 A JP H06220865A JP 3120493 A JP3120493 A JP 3120493A JP 3120493 A JP3120493 A JP 3120493A JP H06220865 A JPH06220865 A JP H06220865A
- Authority
- JP
- Japan
- Prior art keywords
- water
- sheet piles
- steel sheet
- sand
- level
- 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
- Bulkheads Adapted To Foundation Construction (AREA)
- Revetment (AREA)
Abstract
Description
【0001】[0001]
【産業上の利用分野】この発明は、潮の満干の影響によ
り水位が異なる海岸や河川等の橋梁新設工事或は撤去工
事等に際して行われる二重締切り工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 double cut-off construction method which is carried out at the time of new construction or removal work of bridges such as coasts and rivers having different water levels due to the effects of the ebb and flow of tide.
【0002】[0002]
【従来の技術】橋梁撤去工事における橋脚撤去時の二重
締切りの一例を図3に示すと、橋脚1の周囲の河底2に
所要間隔を空けて内外二重に鋼矢板3,4を打設し、そ
の鋼矢板3,4の天端近くをタイロッド5により連結し
て水中6を二重に囲ってのち、内側に切梁7を配設し、
鋼矢板間に中詰砂8の充填を行っている。2. Description of the Related Art FIG. 3 shows an example of a double deadline for removing bridge piers in a bridge removing work. The steel sheet piles 3 and 4 are struck on the riverbed 2 around the pier 1 with a required space between them. After the steel sheet piles 3 and 4 are connected near the top end with the tie rods 5 to double-enclose the underwater 6, the beam girder 7 is disposed inside.
Filling sand 8 between the steel sheet piles.
【0003】またそこに用いられる外側の鋼矢板4につ
いての計算時には、図4に示すように、主働土圧、受働
土圧以外に、潮の満干による水位差を考慮して、高水位
(HWL)と低水位(LWL)の差から残留水圧を載荷
することになっている。Further, when calculating the outer steel sheet pile 4 used therein, as shown in FIG. 4, in addition to the active earth pressure and the passive earth pressure, the water level difference due to the tide is considered in consideration of the high water level (HWL). ) And the low water level (LWL), the residual water pressure is to be loaded.
【0004】[0004]
【発明が解決しようとする課題】ところが、内外の鋼矢
板3,4は天端近くをタイロッド5で連結しているだけ
なので、水深がかなり深くなってくると、残留水圧が効
き、外側の鋼矢板4の設計スパンが長くなる上、部材サ
イズも大きくなり、不経済な設計となる。However, since the inner and outer steel sheet piles 3 and 4 are only connected by the tie rods 5 near the top end, when the water depth becomes considerably deep, the residual water pressure comes into effect and the outer steel sheet is cut. The design span of the sheet pile 4 becomes long and the member size also becomes large, resulting in an uneconomical design.
【0005】この残留水圧による課題は、河川側の水位
が高水位(HWL)から低水位(LWL)に低下したに
もかかわらず、中詰砂内の水位(WL)が依然として高
水位(HWL)にある時に生ずるもので、中詰砂内の水
位(WL)が高水位(HWL)より常に低ければ消去さ
れるものであるから、何らかの手段をもって中詰砂内の
水位(WL)を低水位(LWL)まで低下させれば、そ
の課題は解決されて外側の鋼矢板4の経済的な設計が可
能となる。The problem due to this residual water pressure is that the water level (WL) in the medium sand is still high (HWL) even though the water level on the river side has dropped from high water level (HWL) to low water level (LWL). It occurs when the water level (WL) in the stuffed sand is always lower than the high water level (HWL). Therefore, the water level (WL) in the stuffed sand is reduced to some low level by some means. If it is lowered to LWL), the problem is solved and the outer steel sheet pile 4 can be economically designed.
【0006】したがって、この発明の目的は、中詰砂内
の水位低下を確実に実施でき、またその水位(WL)を
低水位(LWL)に保持して残留水圧による課題を解決
し得る新たな二重締切り工法を提供することにある。Therefore, the object of the present invention is to provide a new solution that can surely lower the water level in the filling sand and keep the water level (WL) at a low water level (LWL) to solve the problem due to the residual water pressure. It is to provide a double deadline construction method.
【0007】[0007]
【課題を解決するための手段】上記目的によるこの発明
の特徴は、河川等の水中を内外の鋼矢板により二重に囲
って鋼矢板間に中詰砂を充填し、その中詰砂にウエルポ
イント等を埋設して、中詰砂内の水位を強制排水により
河川側の低水位に低下保持し、これにより設計時に残留
水圧を載荷する必要のない経済的な設計を可能としたこ
とにある。Means for Solving the Problems The feature of the present invention according to the above-mentioned object is that the water in a river or the like is doubly surrounded by steel sheet piles inside and outside to fill the filling sand between the steel sheet piles, and the filling sand is a well. By embedding points, etc., the water level in the middle sand is lowered and maintained at a low water level on the river side by forced drainage, which enables economical design without the need to load residual water pressure during design. .
【0008】[0008]
【実施例】図1及び図2はこの発明の1実施例を示すも
ので、従来工法と同様に、まず橋脚1の周囲の河底2に
所要間隔を空けて内外二重に鋼矢板3,4を打設する。
次に鋼矢板3,4の天端近くをタイロッド5により連結
して水中6を二重に囲ってのち、内側に切梁7を配設
し、鋼矢板間に中詰砂8の充填を行う。1 and 2 show an embodiment of the present invention, in the same manner as in the conventional construction method, first, a steel sheet pile 3 is formed inside and outside the river bed 2 around the pier 1 with a required space. Place 4
Next, near the top ends of the steel sheet piles 3 and 4 are connected by a tie rod 5 to double-surround the underwater 6, and then a cross beam 7 is arranged inside to fill the filling sand 8 between the steel sheet piles. .
【0009】また中詰砂8の上層内に、通常の地下水位
低下工法に採用されているウエルポイント9などを打ち
込みにより埋設する。このウエルポイント9により中詰
砂内の水を強制排水して、河川側の高水位(HWL)に
あった中詰砂内の水位(WL)を低水位(LWL)まで
低下させ、中詰砂内の残水量と排水量とのバランスから
その水位(WL)を保持する。In addition, a well point 9 or the like used in a normal groundwater level lowering method is embedded in the upper layer of the filling sand 8 by driving. This well point 9 forcibly drains the water in the filling sand, lowers the water level (WL) in the filling sand that was at the high water level (HWL) on the river side to the low water level (LWL), and The water level (WL) is maintained from the balance between the residual water amount and the drainage amount.
【0010】このような状態では、中詰砂内の水位(W
L)は潮の満干により生ずる河川側の水位差に影響され
ることなく、常に河川側の低水位(LWL)に位置する
ことになり、したがって、高水位(HWL)と低水位
(LWL)の水位差による計算時の残留水圧は消去さ
れ、図2に示すように、外側の鋼矢板4の強度計算に際
しては、主働土圧と受働土圧とを考慮するだけで済む。In such a state, the water level (W
L) is always located at the low water level (LWL) on the river side without being affected by the water level difference on the river side caused by the ebb and flow of the tide. Therefore, the high water level (HWL) and the low water level (LWL) The residual water pressure at the time of calculation due to the water level difference is erased, and as shown in FIG. 2, when calculating the strength of the outer steel sheet pile 4, it is sufficient to consider only the active earth pressure and the passive earth pressure.
【0011】この結果、外側の鋼矢板について下記のご
とき差が生じた。 長さ(m) 根入れ長さ(m) 種類(FSP-VL型) この発明による場合 18.0m 7.1m 剛性可 従来工法による場合 26.0m 15.2m 剛性不可As a result, the following differences occurred for the outer steel sheet pile. Length (m) Insertion length (m) Type (FSP-VL type) According to the present invention 18.0m 7.1m Rigid is possible Conventional method 26.0m 15.2m Rigidity is not possible
【0012】なお、上記実施例は河川の締切りについて
のものであるが、この発明は河川以外の水中の締切りに
も応用できるので、特に河川の締切り工法に限定される
ものではない。Although the above-mentioned embodiment is directed to the deadline of rivers, the present invention is applicable to deadlines other than rivers, and is not particularly limited to the deadline construction method for rivers.
【0013】[0013]
【発明の効果】この発明は上述のように、中詰砂内のウ
エルポイント等による強制排水により、中詰砂内の水位
を河川側の低水位に低下保持し、これにより中詰砂内の
残留水圧の影響を解決したことから、外側の鋼矢板の根
入れ深さが従来よりも浅く済み、またそこに採用される
鋼矢板は高剛性でなくともよいので、矢板長さ及び矢板
サイズさらにはタイロッド等も小さく済み、鋼矢板の根
入れ作業も容易となるので工程及び工費も低減する。As described above, according to the present invention, the water level in the filling sand is maintained at a low level on the river side by the forced drainage by the well point in the filling sand. Since the influence of residual water pressure has been solved, the depth of penetration of the outer steel sheet pile is shallower than before, and the steel sheet pile used there does not have to be highly rigid, so the sheet pile length and sheet pile size Since the tie rod and the like can be made small and the work of inserting the steel sheet pile becomes easy, the process and construction cost can be reduced.
【0014】しかもウエルポイント等により強制排水を
行うだけで中詰砂内の水位を低水位に保持するので、通
常に施工されている地下水位低下工法をそのまま利用し
て締切りができ、このため従来工法では困難とされてい
た水深のある河川等の二重締切りも経済的に施工するこ
とができる。Moreover, since the water level in the filled sand is maintained at a low level simply by performing forced drainage at a well point or the like, it is possible to use the conventional groundwater level lowering method as it is, and thus the deadline can be achieved. It is also possible to economically construct a double deadline for rivers with deep water, which was difficult with the construction method.
【図面の簡単な説明】[Brief description of drawings]
【図1】 この発明に係る二重締切り工法の説明図であ
る。FIG. 1 is an explanatory view of a double shutoff method according to the present invention.
【図2】 同じく外側の鋼矢板に対する圧力分布図であ
る。FIG. 2 is a pressure distribution diagram for the outer steel sheet pile.
【図3】 従来の二重締切り工法の説明図である。FIG. 3 is an explanatory diagram of a conventional double cutoff method.
【図4】 同じく外側の鋼矢板に対する圧力分布図であ
る。FIG. 4 is a pressure distribution diagram for the outer steel sheet pile.
1 橋脚 2 河底 3 内側の鋼矢板 4 外側の鋼矢板 5 タイロッド 6 河川の水中 7 切梁 8 中詰砂 9 ウエルポイント 1 Bridge pier 2 Riverbed 3 Steel sheet pile on the inside 4 Steel sheet pile on the outside 5 Tie rod 6 Underwater in river 7 Cutting beam 8 Medium sand 9 Well point
Claims (1)
に囲って鋼矢板間に中詰砂を充填し、その中詰砂にウエ
ルポイント等を埋設して、中詰砂内の水位を強制排水に
より河川側の低水位に低下保持してなることを特徴とす
る二重締切り工法。1. The water level in the inside filling sand is obtained by doubly surrounding the water of a river or the like with inner and outer steel sheet piles and filling the filling sand with the filling sand between the sheet piles. The double cutoff method is characterized in that the water is kept at a low water level on the river side by forced drainage.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3120493A JPH06220865A (en) | 1993-01-27 | 1993-01-27 | Double cofferdam process |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP3120493A JPH06220865A (en) | 1993-01-27 | 1993-01-27 | Double cofferdam process |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH06220865A true JPH06220865A (en) | 1994-08-09 |
Family
ID=12324893
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP3120493A Pending JPH06220865A (en) | 1993-01-27 | 1993-01-27 | Double cofferdam process |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH06220865A (en) |
Cited By (12)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR100776373B1 (en) * | 2004-10-13 | 2007-11-16 | 코오롱건설주식회사 | Soil retaining method using two rows pile |
CN102677687A (en) * | 2012-06-08 | 2012-09-19 | 中铁大桥局股份有限公司 | Double-wall steel boxed cofferdam |
CN102912809A (en) * | 2012-11-06 | 2013-02-06 | 中铁大桥局股份有限公司 | Construction method for bearing platform with bottom surface in hard impervious bed |
CN103758141A (en) * | 2013-12-31 | 2014-04-30 | 中铁大桥局股份有限公司 | Balance splitting technology of double-wall steel cofferdam |
CN105421473A (en) * | 2015-11-02 | 2016-03-23 | 中铁大桥局集团有限公司 | Double-wall opening-sealed steel sleeve box cofferdam and construction method |
CN105951855A (en) * | 2016-06-06 | 2016-09-21 | 中铁上海工程局集团有限公司 | Double-layer composite truss strengthening type steel cofferdam and construction method thereof |
CN106013194A (en) * | 2016-07-26 | 2016-10-12 | 中国五冶集团有限公司 | Adjustable cofferdam supporting system and cofferdam supporting method |
CN106498957A (en) * | 2016-10-18 | 2017-03-15 | 广州市恒盛建设工程有限公司 | Steel sheet pile cofferdam construction platform and integral construction method |
CN107905243A (en) * | 2017-12-11 | 2018-04-13 | 中交第三航务工程勘察设计院有限公司 | A kind of sheet-pile cofferdam structure and its construction method suitable for soft soil foundation |
CN109594478A (en) * | 2018-12-21 | 2019-04-09 | 中交二航局第二工程有限公司 | Applied to the high-rise pile cap steel lifted trunk bottom sealing method under long-period wave surge condition |
CN111663547A (en) * | 2020-06-19 | 2020-09-15 | 伍永伶 | Bridge pier cofferdam device for bridge construction |
CN111851540A (en) * | 2020-07-07 | 2020-10-30 | 广东珠荣工程设计有限公司 | High-rigidity anti-seepage combined cofferdam and construction method thereof |
-
1993
- 1993-01-27 JP JP3120493A patent/JPH06220865A/en active Pending
Cited By (15)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR100776373B1 (en) * | 2004-10-13 | 2007-11-16 | 코오롱건설주식회사 | Soil retaining method using two rows pile |
CN102677687A (en) * | 2012-06-08 | 2012-09-19 | 中铁大桥局股份有限公司 | Double-wall steel boxed cofferdam |
CN102677687B (en) * | 2012-06-08 | 2014-11-05 | 中铁大桥局股份有限公司 | Double-wall steel boxed cofferdam |
CN102912809A (en) * | 2012-11-06 | 2013-02-06 | 中铁大桥局股份有限公司 | Construction method for bearing platform with bottom surface in hard impervious bed |
CN103758141A (en) * | 2013-12-31 | 2014-04-30 | 中铁大桥局股份有限公司 | Balance splitting technology of double-wall steel cofferdam |
CN105421473A (en) * | 2015-11-02 | 2016-03-23 | 中铁大桥局集团有限公司 | Double-wall opening-sealed steel sleeve box cofferdam and construction method |
CN105951855A (en) * | 2016-06-06 | 2016-09-21 | 中铁上海工程局集团有限公司 | Double-layer composite truss strengthening type steel cofferdam and construction method thereof |
CN106013194A (en) * | 2016-07-26 | 2016-10-12 | 中国五冶集团有限公司 | Adjustable cofferdam supporting system and cofferdam supporting method |
CN106013194B (en) * | 2016-07-26 | 2019-04-23 | 中国五冶集团有限公司 | A kind of adjustable cofferdam support system and the method for realizing cofferdam support |
CN106498957A (en) * | 2016-10-18 | 2017-03-15 | 广州市恒盛建设工程有限公司 | Steel sheet pile cofferdam construction platform and integral construction method |
CN107905243A (en) * | 2017-12-11 | 2018-04-13 | 中交第三航务工程勘察设计院有限公司 | A kind of sheet-pile cofferdam structure and its construction method suitable for soft soil foundation |
CN109594478A (en) * | 2018-12-21 | 2019-04-09 | 中交二航局第二工程有限公司 | Applied to the high-rise pile cap steel lifted trunk bottom sealing method under long-period wave surge condition |
CN111663547A (en) * | 2020-06-19 | 2020-09-15 | 伍永伶 | Bridge pier cofferdam device for bridge construction |
CN111663547B (en) * | 2020-06-19 | 2022-03-18 | 伍永伶 | Bridge pier cofferdam device for bridge construction |
CN111851540A (en) * | 2020-07-07 | 2020-10-30 | 广东珠荣工程设计有限公司 | High-rigidity anti-seepage combined cofferdam and construction method thereof |
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