CN111733842A - Cofferdam construction method and cofferdam structure - Google Patents

Cofferdam construction method and cofferdam structure Download PDF

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Publication number
CN111733842A
CN111733842A CN202010566966.7A CN202010566966A CN111733842A CN 111733842 A CN111733842 A CN 111733842A CN 202010566966 A CN202010566966 A CN 202010566966A CN 111733842 A CN111733842 A CN 111733842A
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CN
China
Prior art keywords
cofferdam
filling
construction
earth
stone
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Pending
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CN202010566966.7A
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Chinese (zh)
Inventor
江新
张婧怡
江东平
姚成铭
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China Three Gorges University CTGU
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China Three Gorges University CTGU
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Priority to CN202010566966.7A priority Critical patent/CN111733842A/en
Publication of CN111733842A publication Critical patent/CN111733842A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00Keeping dry foundation sites or other areas in the ground
    • E02D19/02Restraining of open water
    • E02D19/04Restraining of open water by coffer-dams, e.g. made of sheet piles
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02BHYDRAULIC ENGINEERING
    • E02B3/00Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/06Moles; Piers; Quay walls; Groynes; Breakwaters Wave dissipating walls; Quay equipment
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02BHYDRAULIC ENGINEERING
    • E02B3/00Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/10Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02BHYDRAULIC ENGINEERING
    • E02B3/00Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/12Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02BHYDRAULIC ENGINEERING
    • E02B3/00Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/12Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
    • E02B3/14Preformed blocks or slabs for forming essentially continuous surfaces; Arrangements thereof
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02BHYDRAULIC ENGINEERING
    • E02B3/00Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/18Reclamation of land from water or marshes

Abstract

The cofferdam construction method comprises the following steps: 1) filling an underwater prop dam; 2) filling hole slag filter materials on the inner side of the weir body; 3) filling soil and stone backfill; 4) constructing an impervious wall; 5) curtain grouting construction; 6) constructing a composite geomembrane; 7) carrying out roof pressing and wave wall construction; 8) and (5) constructing a side slope. The inner side surface of the dike is filled with hole slag reverse filter materials, the weir body enclosed by the dike is filled with earth and stone backfill, the middle part of the earth and stone backfill is filled with a seepage-proof wall extending to the covering layer, a composite geomembrane is arranged in the earth and stone backfill above the seepage-proof wall, the top of the earth and stone backfill above the composite geomembrane is filled with a coping, and one side of the upstream surface of the coping is provided with a wave wall. This application has effectively promoted the manger plate performance of cofferdam steadiness and cofferdam, provides safer condition for the cofferdam construction.

Description

Cofferdam construction method and cofferdam structure
Technical Field
The invention relates to the field of cofferdam construction, in particular to a cofferdam construction method and a cofferdam structure.
Background
The cofferdam is a temporary enclosure structure constructed for constructing a permanent water conservancy facility in the construction of water conservancy projects, and has the functions of preventing water and soil from entering the construction position of a building so as to drain water in the cofferdam, excavate a foundation pit and construct the building; the cofferdam is mainly used in hydraulic buildings in general, except for being used as a part of a formal building, the cofferdam is generally dismantled after being used up, and the height of the cofferdam is higher than the highest water level which can appear in the construction period; the cofferdam can be used for preventing water and enclosing water and can also be used for supporting the pit wall of the foundation pit.
For cofferdam construction, the existing cofferdam has certain defects in stability and barrier property because the underwater covering layer is generally a soft and weak covering layer made of soft mud.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a cofferdam construction method and a cofferdam structure, which can effectively improve the stability of the cofferdam and the water retaining performance of the cofferdam and provide safer field conditions for cofferdam construction.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a cofferdam construction method is characterized by comprising the following steps:
1) filling the underwater prop dam:
adopting a 'flat plugging method', and performing layer-by-layer throwing filling in a sequence of 'far first and then deep first and then shallow first';
2) filling hole slag filter materials on the inner side of the weir body:
filling hole slag filter materials along the inner side of the dike by adopting a 'filling method', and after filling, strongly vibrating and rolling by adopting a vibrating roller for compaction;
3) filling soil and stone backfill:
filling soil and stone backfill materials in two layers, and after filling of the soil and stone backfill materials at the lower layer is completed, filling the soil and stone backfill materials at the upper layer to a design elevation after the construction of the impervious wall is completed;
4) and (3) constructing the impervious wall:
adopting a percussion drill to perform percussion hole forming and then connecting the percussion hole forming and the connection into a groove, constructing the groove by a plurality of groove sections, after the plurality of groove sections are excavated in sequence, utilizing the percussion drill to perform joint treatment, forming a section of groove body, pouring concrete, and embedding a steel pipe with a grouting hole in the poured impervious wall body;
5) curtain grouting construction:
carrying out curtain grouting construction through steel pipes pre-embedded in the impervious wall body;
6) construction of the composite geomembrane:
the long edges of the composite geomembrane are sequentially poured and embedded with concrete from the left bank to the right bank along with the concrete at the top of the impervious wall, and the composite geomembrane is connected in the width direction by adopting a welding mode;
7) and (3) carrying out roof pressing and wave wall construction:
adopting a qualitative template, after opposite pulling and reinforcement, utilizing truck crane concrete to put in a warehouse, and after vibrating through an inserted vibrator, finishing the construction of a coping and a wave wall;
8) side slope construction:
paving a broken stone cushion layer on the water-facing side slope of the weir body, and paving dry masonry stones above the broken stone cushion layer;
and spraying concrete on the back water surface of the weir body to form a concrete spraying protection slope.
In a preferable scheme, in the step 1), underwater hip filling is performed by means of a plurality of barges, and after the first barge finishes filling, the next barge moves forward to a ship position to continue filling.
In a preferable scheme, in the step 3), the earth and stone backfill material adopts earth and stone excavation material on the water upper part of the water inlet or abandon material of a branch road of the water intake.
In a preferable scheme, in the step 5), the curtain grouting construction adopts a circulating grouting mode, the curtain grouting construction is performed from top to bottom in a segmented mode, a grouting section of concrete contacting with bedrock is firstly and independently grouted and is to be solidified, the length of the contacting section in the rock is 2m, and the grouting length below is 5 m.
In a preferable scheme, in the step 6), the joint of the left bank and the impervious wall, the joint of the right bank and the bank slope and the medium coarse sand filling construction within the joint range are simultaneously carried out.
In the preferable scheme, the method further comprises cofferdam observation and cofferdam demolition construction.
In the preferable scheme, after cofferdam filling, a settlement observation point is respectively arranged at two inflection points of the back water surface of the cofferdam for cofferdam observation, and 50cm multiplied by 50cm spaces are respectively reserved at the two inflection points of the cofferdam during back water side concrete spraying slope protection construction and are used for setting the settlement observation points;
in a preferred scheme, the cofferdam demolition construction comprises the following steps:
1) dropping a trash rack at the water inlet and a working gate;
2) excavating from the top of the weir body to the top surface elevation of the lower-layer earth and rock backfill in a mode of back water surface first and head water surface later;
3) the excavation of the lower layer soil and stone backfill material and the covering layer on the back water surface is carried out by means of the protection of the impervious wall;
4) a drilling machine is adopted to vertically drill a deep hole downwards from the top of the impervious wall to complete the blasting demolition operation of the impervious wall;
5) removing the earth and stone backfill on the water surface of the upstream face through a reverse bucket;
6) the underwater earth and rock backfill and the covering layer of the full-section dredging weir body are dug by a long-arm back shovel and a dredger.
In a preferable scheme, in the step 3), the earth and stone backfill on the back surface of the impervious wall is not completely dug, and the excavation is carried out after the blasting demolition operation of the impervious wall is finished.
According to the cofferdam structure based on the cofferdam construction method, the hole slag filter material is filled on the inner side surface of the dike, the earth and stone backfill is filled in the weir body enclosed by the dike, the impervious wall extending to the covering layer is poured in the middle of the earth and stone backfill, the composite geomembrane is arranged in the earth and stone backfill above the impervious wall, the coping is poured on the top of the earth and stone backfill above the composite geomembrane, and the wave-retaining wall is arranged on the upstream side of the coping.
The cofferdam construction method and the cofferdam structure provided by the invention have the following beneficial effects by adopting the structure:
(1) the stability of the cofferdam can be effectively improved by filling earth and stone backfill above the soft covering layer in a layered manner;
(2) the water retaining performance of the cofferdam can be ensured by filling earth and stone backfill in layers and matching with impervious wall construction, curtain construction and composite geomembrane construction.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
fig. 1 is a schematic view of the overall structure of the present invention.
In the figure: the concrete-filled concrete dam comprises an prop dike 1, a hole slag reverse filter material 2, a soil and stone backfill material 3, a broken stone cushion layer 4, dry masonry stones 5, an impervious wall 6, a composite geomembrane 7, a coping 8, a wave wall 9, a concrete-sprayed revetment 10 and a covering layer 11.
Detailed Description
Example 1:
as shown in fig. 1, a cofferdam construction method includes the steps of:
1) filling the underwater prop dam 1:
adopting a 'flat plugging method', and performing layer-by-layer throwing filling in a sequence of 'far first and then deep first and then shallow first';
2) filling the hole slag filter material 2 on the inner side of the weir body:
filling hole slag filter materials 2 along the inner side of the dike 1 by adopting a 'filling method', and after filling is finished, strongly vibrating and rolling by adopting a vibrating roller for compaction;
3) filling soil and stone backfill 3:
filling the soil and stone backfill 3 in two layers, and after the filling of the soil and stone backfill 3 at the lower layer is completed, filling the soil and stone backfill 3 at the upper layer to a designed elevation after the construction of the impervious wall 6 is completed;
4) constructing an impervious wall 6:
adopting a percussion drill to perform percussion hole forming and then connecting the percussion hole forming and groove forming, constructing in multiple groove sections, after the plurality of groove sections are excavated in sequence, utilizing the percussion drill to perform joint treatment, forming a section of groove body, pouring concrete, and pre-burying a steel pipe with grouting holes in the wall body of the poured impervious wall 6;
5) curtain grouting construction:
carrying out curtain grouting construction through steel pipes pre-embedded in the impervious wall 6;
6) and (3) constructing a composite geomembrane 7:
the long edges of the 7 composite geomembranes are sequentially poured and embedded with concrete from the left bank to the right bank along with the concrete at the top of the impervious wall, and the 7 composite geomembranes are connected in the width direction by adopting a welding mode;
7) and (3) construction of a coping 8 and a wave wall 9:
adopting a qualitative template, after opposite pulling and reinforcement, utilizing truck crane concrete to put in a warehouse, and after vibrating through an inserted vibrator, completing the construction of a coping 8 and a wave wall 9;
8) side slope construction:
paving a broken stone cushion layer 4 on the water-facing side slope of the weir body, and paving dry masonry stones 5 above the broken stone cushion layer 4;
and spraying concrete on the back surface of the weir body to form a concrete spraying protection slope 10.
In a preferable scheme, in the step 1), the filling of the underwater dike 1 is carried out by means of a plurality of barges, and after the filling of a first barge is finished, the next barge moves forward by a ship position and then continues to be filled.
In a preferable scheme, in the step 3), the earth and stone backfill material 3 adopts earth and stone excavation materials on the water upper part of the water inlet or abandon materials of a branch road of the water intake.
In a preferable scheme, in the step 5), the curtain grouting construction adopts a circulating grouting mode, the curtain grouting construction is performed from top to bottom in a segmented mode, a grouting section of concrete contacting with bedrock is firstly and independently grouted and is to be solidified, the length of the contacting section in the rock is 2m, and the grouting length below is 5 m.
In a preferable scheme, in the step 6), the joint of the left bank and the impervious wall, the joint of the right bank and the bank slope and the medium coarse sand filling construction within the joint range of the composite geomembrane 7 are simultaneously carried out.
Example 2:
on the basis of the embodiment 1, the method further comprises cofferdam observation and cofferdam demolition construction:
after the cofferdam is observed and filled through the cofferdam, a settlement observation point is respectively arranged at two inflection points of the back water surface of the cofferdam, and spaces of 50cm multiplied by 50cm are respectively reserved at the two inflection points of the cofferdam when the back water side concrete spraying protection slope 10 is constructed for arranging the settlement observation points;
the cofferdam demolition construction comprises the following steps:
1) dropping a trash rack at the water inlet and a working gate;
2) excavating from the top of the weir body to the top surface elevation of the lower-layer soil and stone backfill 3 in a mode of back water surface first and head water surface later;
3) the excavation of the lower layer soil and stone backfill 3 and the covering layer 11 on the back surface is carried out by means of the protection of the impervious wall 6;
4) a drilling machine is adopted to vertically drill a deep hole downwards from the top of the impervious wall 6, and blasting demolition operation of the impervious wall 6 is completed;
5) dismantling the earth and stone backfill material 3 on the water surface of the upstream face through a reverse bucket;
6) the underwater earth and rock backfill 3 and the covering layer 11 of the full-face dredging weir body are dug by a long-arm back shovel and a dredger.
In a preferable scheme, in the step 3), the earth and stone backfill material 3 on the back surface of the impervious wall 6 is not completely dug, and the residual amount is dug after the blasting demolition operation of the impervious wall 6 is completed.
Example 3:
based on the cofferdam structure of the cofferdam construction method of the embodiment 1, the hole slag filter material 2 is filled on the inner side surface of the dike 1, the earth and stone backfill 3 is filled in the dike surrounded by the dike 1, the impervious wall 6 extending to the covering layer 11 is filled in the middle of the earth and stone backfill 3, the composite geomembrane 7 is arranged in the earth and stone backfill 3 above the impervious wall 6, the coping 8 is filled at the top of the earth and stone backfill 3 above the composite geomembrane 7, and the wave retaining wall 9 is arranged on the upstream side of the coping 8.
Example 4:
the construction method is applied to water distribution project construction of the thousand-island lake, the design elevation of the weir top of the cofferdam is 109m, the width of the weir top is 8m, and the design length of the weir body is 212.186 m; the slope of the upstream surface of the cofferdam is 1: 1.8, the slope of the back surface of the cofferdam is 1: 1.8, and the cofferdam body mainly comprises a rock block dike thrown and filled by a barge on the covering layer of the original lake, hole slag materials and earth and rock filling materials. The anti-seepage structure adopts 300g/0.5mm/300g geomembrane with a height of more than 105, a concrete anti-seepage wall with a thickness of 80cm is adopted from below 105 to bedrock, and a grouting curtain is arranged at the bottom of the anti-seepage wall. The weir crest is a concrete road surface. The upstream face bank protection is the dry masonry, and the back surface bank protection is the shotcrete.
The cofferdam construction is carried out according to the following basic flow and by matching with the specific steps described in the embodiment 1:
filling riprap dike below 98m → filling cave slag materials in the cofferdam → filling soil stone excavating materials below 105m → construction of concrete impervious wall → construction of curtain grouting → filling the remaining soil stone excavating materials above 105m to 109m → construction of concrete coping, wave wall, dry masonry slope protection → pumping foundation pit → construction of lower foundation pit road → construction of slope protection on the inner side of the cofferdam → construction of concrete spraying on the cofferdam.

Claims (10)

1. A cofferdam construction method is characterized by comprising the following steps:
1) filling the underwater prop dam (1):
adopting a 'flat plugging method', and performing layer-by-layer throwing filling in a sequence of 'far first and then deep first and then shallow first';
2) filling the hole slag filter material (2) on the inner side of the weir body:
filling hole slag filtering materials (2) along the inner side of the dike (1) by adopting a 'filling method', and after filling is finished, strongly vibrating and rolling to compact by adopting a vibrating roller;
3) filling the soil and stone backfill (3):
filling the soil and stone backfill (3) in two layers, and after the filling of the soil and stone backfill (3) at the lower layer is completed, filling the soil and stone backfill (3) at the upper layer to a design elevation after the construction of the impervious wall (6) is completed;
4) constructing the impervious wall (6):
adopting a percussion drill to perform percussion hole forming and then connecting the percussion hole forming and groove forming, constructing in multiple groove sections, after the plurality of groove sections are excavated in sequence, utilizing the percussion drill to perform joint treatment, forming a section of groove body, pouring concrete, and pre-burying a steel pipe with grouting holes in the wall body of the poured impervious wall (6);
5) curtain grouting construction:
carrying out curtain grouting construction through steel pipes pre-embedded in the impervious wall (6);
6) constructing the composite geomembrane (7):
the long width edge of the composite geomembrane (7) is sequentially poured and embedded with concrete along with the concrete at the top of the impervious wall from the left bank to the right bank, and the composite geomembrane (7) is connected in the width direction by adopting a welding mode;
7) and (3) construction of a coping (8) and a wave wall (9):
adopting a qualitative template, after opposite pulling and reinforcement, utilizing truck crane concrete to put in a warehouse, and after vibrating through an inserted vibrator, completing the construction of a coping (8) and a wave wall (9);
8) side slope construction:
paving a crushed stone cushion layer (4) on the water-facing side slope of the weir body, and paving dry masonry stones (5) above the crushed stone cushion layer (4);
and spraying concrete on the back water surface of the weir body to form a concrete spraying protection slope (10).
2. The cofferdam construction method according to claim 1, wherein: in the step 1), the underwater dike (1) is filled by depending on a plurality of barges, and after the first barge is completely filled, the next barge moves forward to a ship position for continuous filling.
3. The cofferdam construction method according to claim 1, wherein: in the step 3), the earth and stone backfill material (3) adopts earth and stone excavation materials on the water upper part of the water inlet or abandon materials of a branch road of the water intake.
4. The cofferdam construction method according to claim 1, wherein: in the step 5), the curtain grouting construction adopts a circulating grouting mode, the grouting is performed from top to bottom in a segmented mode, a grouting section of concrete contacting with bedrock is independently grouted in advance and is to be coagulated, the length of the contacting section in the rock is 2m, and the grouting length below is 5 m.
5. The cofferdam construction method according to claim 1, wherein: and in the step 6), the left bank and the impervious wall joint, the right bank and the bank slope joint and medium coarse sand filling construction within the joint range of the composite geomembrane (7) are carried out simultaneously.
6. The cofferdam construction method according to claim 1, wherein: and the method also comprises cofferdam observation and cofferdam demolition construction.
7. The cofferdam construction method according to claim 6, wherein: and after the cofferdam is built, settlement observation points are respectively arranged at two inflection points of the back water surface of the cofferdam, and spaces of 50cm multiplied by 50cm are reserved at the two inflection points of the cofferdam respectively during construction of the back water side-spraying concrete slope protection (10) and are used for arranging the settlement observation points.
8. A cofferdam construction method according to claim 6, characterized in that said cofferdam demolition work comprises the steps of:
1) dropping a trash rack at the water inlet and a working gate;
2) excavating from the top of the weir body to the top surface elevation of the lower-layer soil and stone backfill (3) in a mode of 'back water surface first and head water surface later';
3) excavation of the lower-layer soil and stone backfill (3) and the covering layer (11) on the back surface is carried out by means of the protection of the impervious wall (6);
4) a drilling machine is adopted to vertically drill a deep hole downwards from the top of the impervious wall (6) to complete the blasting demolition operation of the impervious wall (6);
5) dismantling the earth and stone backfill material (3) on the water surface of the upstream face through a reverse bucket;
6) the underwater earth and rock backfill (3) and the covering layer (11) of the full-face dredging weir body are dug by a long-arm back shovel and a dredger.
9. The cofferdam construction method according to claim 8, wherein: in the step 3), the earth and stone backfill (3) on the back surface of the impervious wall (6) is not completely dug, and the earth and stone backfill is dug after the blasting demolition operation of the impervious wall (6) is finished.
10. A cofferdam structure based on the cofferdam construction method as recited in any one of claims 1 to 9, characterized in that: the construction method is characterized in that hole slag filter materials (2) are filled on the inner side face of the dike (1), earth and stone backfill (3) is filled in a weir body enclosed by the dike (1), an impervious wall (6) extending to the covering layer (11) is poured in the middle of the earth and stone backfill (3), a composite geomembrane (7) is arranged in the earth and stone backfill (3) above the impervious wall (6), a coping (8) is poured at the top of the earth and stone backfill (3) above the composite geomembrane (7), and a wave retaining wall (9) is arranged on the upstream side of the coping (8).
CN202010566966.7A 2020-06-19 2020-06-19 Cofferdam construction method and cofferdam structure Pending CN111733842A (en)

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Application Number Priority Date Filing Date Title
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112832274A (en) * 2020-12-31 2021-05-25 广东大禹水利建设有限公司 Construction method of cofferdam

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3710579A (en) * 1971-05-13 1973-01-16 D Killmer Portable coffer dam and method of making
CN105019466A (en) * 2015-08-11 2015-11-04 中国电建集团贵阳勘测设计研究院有限公司 Construction method and structure of earth rock cofferdam seepage-proofing system
CN106120823A (en) * 2016-07-08 2016-11-16 中南大学 A kind of Temporary Cofferdam combination against seepage structure and rapid constructing method
CN207582477U (en) * 2017-12-07 2018-07-06 中铁二十局集团第六工程有限公司 A kind of concrete cofferdam and earth rock cofferdam combined cofferdam
CN207846349U (en) * 2017-11-02 2018-09-11 中国电建集团港航建设有限公司 A kind of water blocking earth dam
CN109629585A (en) * 2019-01-25 2019-04-16 三峡大学 Novel cofferdam structure and construction method under soft overburden

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3710579A (en) * 1971-05-13 1973-01-16 D Killmer Portable coffer dam and method of making
CN105019466A (en) * 2015-08-11 2015-11-04 中国电建集团贵阳勘测设计研究院有限公司 Construction method and structure of earth rock cofferdam seepage-proofing system
CN106120823A (en) * 2016-07-08 2016-11-16 中南大学 A kind of Temporary Cofferdam combination against seepage structure and rapid constructing method
CN207846349U (en) * 2017-11-02 2018-09-11 中国电建集团港航建设有限公司 A kind of water blocking earth dam
CN207582477U (en) * 2017-12-07 2018-07-06 中铁二十局集团第六工程有限公司 A kind of concrete cofferdam and earth rock cofferdam combined cofferdam
CN109629585A (en) * 2019-01-25 2019-04-16 三峡大学 Novel cofferdam structure and construction method under soft overburden

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112832274A (en) * 2020-12-31 2021-05-25 广东大禹水利建设有限公司 Construction method of cofferdam

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