CN209837059U - Block dam transformation faces structure forever - Google Patents
Block dam transformation faces structure forever Download PDFInfo
- Publication number
- CN209837059U CN209837059U CN201822260697.2U CN201822260697U CN209837059U CN 209837059 U CN209837059 U CN 209837059U CN 201822260697 U CN201822260697 U CN 201822260697U CN 209837059 U CN209837059 U CN 209837059U
- Authority
- CN
- China
- Prior art keywords
- pressure jet
- jet grouting
- pile
- cofferdam
- close
- 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.)
- Active
Links
Landscapes
- Revetment (AREA)
Abstract
The utility model relates to a water conservancy construction technical field, concretely relates to barrage reforms transform and faces structure forever. The high-pressure jet grouting cofferdam comprises a high-pressure jet grouting impervious wall formed by a plurality of high-pressure jet grouting piles, a plurality of close-packed cast-in-place piles arranged in parallel and a cofferdam body; the high-pressure jet grouting pile is arranged along the downstream side of the high-pressure jet grouting pile, and the cofferdam body is filled with clay and sand gravel; the seepage intercepting walls are arranged on the downstream sides of the close-packed bored concrete piles and the pile top pressing beams, the seepage intercepting walls are located in the clay filled in the cofferdam body, and the clay serves as a seepage intercepting layer on the periphery of the seepage intercepting walls. This cofferdam structure construction convenience is based on the low reaches high spout and the closely spaced bored concrete pile scour protection prevention of former stage construction completion of current barrage transformation and prevents the setting of body, forms a cofferdam structure that combines together with current barrage permanent structure, and this cofferdam facilitates for current barrage transformation engineering as far as possible simply, owing to utilized current facility, its whole construction engineering cost is lower.
Description
Technical Field
The utility model relates to a water conservancy construction technical field, concretely relates to barrage reforms transform and faces structure forever.
Background
Barrages are common buildings that block river channels and river water. The main functions of the barrage include water storage, flood control, storage and the like, and the barrage has the auxiliary functions of power generation, water supply, irrigation, shipping and landscape promotion. The barrage generally leads the water level to be raised by intercepting through a gate or a dam body structure, thereby playing the functions and achieving the purposes of fully utilizing water resources to make the best of the country and the people. When the barrage structure is used for retaining and storing water, the gate dam bears larger pressure, the water potential is larger when water is discharged, and the requirement on fine control in the operation process is higher.
The barrage built many years ago is of a water-filled rubber dam structure, so that the barrage has the risks that rubber is easy to age and damage, once the barrage is aged and damaged, the barrage is long in repair time, large in resource waste and incapable of recovering as before, and cannot adapt to the current needs to a certain extent, and therefore the existing barrage needs to be modified. The reconstruction project requires a cofferdam.
Disclosure of Invention
The utility model aims at solving the foundation ditch prevention of seepage problem of present barrage transformation process, provide a structure is faced forever to barrage transformation.
In order to achieve the purpose of the utility model, the utility model adopts the following technical scheme:
a forever facing structure of transformation of a barrage comprises a high-pressure jet grouting impervious wall formed by a plurality of high-pressure jet grouting piles, a plurality of close-packed cast-in-place piles and cofferdam bodies which are arranged in parallel; the high-pressure jet grouting pile is arranged along the downstream side of the high-pressure jet grouting pile, and the cofferdam body is filled with clay and sand gravel; the top of the close-packed bored concrete pile is provided with a pile top pressing beam, the downstream side of the pile top pressing beam is provided with a seepage intercepting wall, the seepage intercepting wall is positioned in the clay filled in the cofferdam body, and the clay is used as a seepage intercepting layer on the periphery of the seepage intercepting wall.
Further, the bottom end of the high-pressure jet grouting pile is located below the elevation of the bed rock surface.
Further, the bottom end of the close-packed cast-in-place pile is located below the elevation of the bed rock surface.
Further, the bottom end of the close-packed filling pile is lower than the bottom end of the high-pressure jet impervious wall.
Furthermore, the upstream side of the seepage intercepting wall is attached to the close-packed cast-in-place pile, and the downstream side of the seepage intercepting wall is provided with an inclined plane which inclines downwards.
Furthermore, the seepage stopping layer is a replacement and filling clay layer positioned in the cofferdam body, the seepage stopping layer forms a semi-surrounding structure for the seepage stopping wall, and the downstream side of the seepage stopping layer is provided with an inclined downward inclined surface.
Furthermore, the cofferdam body sets up the bank protection, and the bank protection upstream begins in the handing-over department of cut-off wall and close-packed bored concrete pile.
Further, the top of the high-pressure jet grouting pile is lower than that of the close-packed cast-in-place pile.
Furthermore, a protective structure layer is arranged on the top and upstream of the high-pressure jet grouting pile.
Furthermore, an entrance road and an exit road are arranged on the downstream side of the cofferdam body.
Compared with the prior art, the utility model, beneficial effect is: this cofferdam structure construction convenience is based on the low reaches high spout and the closely spaced bored concrete pile scour protection prevention of former stage construction completion of current barrage transformation and prevents the setting of body, forms a cofferdam structure that combines together with current barrage permanent structure, and this cofferdam facilitates for current barrage transformation engineering as far as possible simply, owing to utilized current facility, its whole construction engineering cost is lower.
Drawings
Fig. 1 is a schematic cross-sectional structure of the present invention;
fig. 2 is a schematic top view of the present invention.
In the figure: 1 high-pressure jet grouting pile formed high-pressure jet grouting seepage-proofing wall, 2 flat foundation, 3 close-packed cast-in-place piles, 4 cofferdams, 5 downstream flat foundations, 6 seepage-stopping walls, 7 seepage-stopping layers, 8 revetment, 9 pile top pressure beams, 10 entrance and exit roads, 11 downstream guide walls, 12 lock walls and 13 existing barrage.
Detailed Description
The technical solution of the present invention is further described and illustrated by the following specific embodiments.
Example (b):
a forever faces structure in barrage transformation, as shown in figure 1 and figure 2, when this cofferdam structure is under construction, its upstream utilizes existing barrage 13 (rubber dam) as the manger plate cofferdam, the low reaches cofferdam adopts the earth-rock cofferdam to combine the backfill clay, the bank protection and permanent close-packed bored concrete pile, the high-pressure jet cut-off wall engineering construction.
Specifically, the downstream cofferdam structure based on the transformation and arrangement of the existing barrage comprises a high-pressure jet grouting impervious wall 1 formed by a plurality of high-pressure jet grouting piles, a plurality of close-packed cast-in-place piles 3 arranged in parallel and a cofferdam body 4;
the existing downstream energy dissipation and impact prevention section of the barrage 13 comprises a flat foundation 2 and a downstream flat 5 on the upper part of the foundation, and the tail end of the downstream flat 5 is horizontally connected with a pile top pressing beam 9.
The high-pressure jet grouting impervious wall 1 formed by the high-pressure jet grouting piles is positioned on the downstream side of a flat foundation 2 and arranged along the side surface of the upstream side of a densely-arranged cast-in-place pile 3, the high-pressure jet grouting impervious wall 1 formed by the high-pressure jet grouting piles is formed by a plurality of high-pressure jet grouting piles arranged in parallel, the bottom end of the high-pressure jet grouting impervious wall 1 formed by the high-pressure jet grouting piles is positioned below the surface elevation of a bedrock, the bottom of the high-pressure jet grouting impervious wall is 0.5m into the rock, the diameter of the high;
the close-packed cast-in-place piles 3 are arranged along the downstream side face of the high-pressure jet grouting impervious wall 1 formed by the high-pressure jet grouting piles, the bottom ends of the close-packed cast-in-place piles 3 are located below the elevation of the bedrock surface, the bottom of the close-packed cast-in-place piles are 3.5m into rock, the diameter of the close-packed cast-in-place piles is 1m, and the hole spacing of;
the cofferdam body 4 is sand gravel, the top of the cofferdam body 4 is provided with a revetment 8,
meanwhile, a seepage-stopping wall 6 is arranged on the downstream side of a pile top pressing beam 9 at the top of the close-packed bored concrete pile 3, the seepage-stopping wall 6 extends into a seepage-stopping layer 7 (positioned in the cofferdam 4), meanwhile, the seepage-stopping layer 7 is arranged around the seepage-stopping wall 6, the upstream side of the seepage-stopping wall 6 is attached to the close-packed bored concrete pile 3, and the downstream side of the seepage-stopping wall has a downward inclined plane; the seepage stopping layer 7 is a replacement filling area positioned on the upstream side of the cofferdam 4, the seepage stopping layer 7 forms a semi-surrounding structure for the seepage stopping wall 6, and the downstream side of the seepage stopping layer has a downward inclined plane.
During construction, firstly removing the sea inundation of the existing barrage 13, filling the cofferdam body 4 and synchronously replacing and filling the clay cut-off layer 7, then driving the densely-arranged cast-in-place piles 3, driving the high-pressure jet grouting piles 1 at the upper parts of the densely-arranged cast-in-place piles 3 to be higher than the high-pressure jet grouting piles 1, enabling the top parts of the densely-arranged cast-in-place piles 3 to be flush with the bottom of the pile top pressing beam 9, then driving the high-pressure jet grouting piles 1 into the apron foundation 2 and below the downstream apron 5, performing secondary grooving on the replaced and filled cut-off layer 7 at the downstream side of the densely-arranged cast-in-place piles 3, then casting the cut-off walls 6, enabling the top parts of the cut-off walls 6 to be flush with the pile top pressing beam 9, transversely penetrating into the cut-off layer 7, having dry-land operation conditions after the cut-off walls 6 are formed, starting excavation and replacement of the pile filling of the apron foundation 2, then performing excavation and removal on the top parts of the high-jet grouting piles 1 formed by removing the densely-arranged cast-in-, and a downstream anti-scour and anti-seepage system of the reconstruction project is formed completely.
The downstream side of the seepage interception wall 6 is provided with an inclined downward slope (a slope formed by secondary slotting of the alternately filled seepage interception layer 7), and the proportion of the slope is 1: 0.5; the infiltration intercepting layer 7 forms a semi-enclosed structure for the infiltration intercepting wall 6, and the downstream side of the infiltration layer has an inclined downward inclined surface (a slope surface formed when the cofferdam 4 is filled), and the proportion of the inclined surface is more than 2.
The cofferdam body 4 is provided with a revetment 8, the revetment 8 on the water-facing side and the revetment 8 on the back water side are both 1:2.0, and the upstream of the revetment 8 starts from the joint of the seepage intercepting wall 6 and the close-packed cast-in-place pile 3.
Further, an entrance/exit road 10 is provided on the downstream side of the cofferdam body 4, and a downstream guide wall 11 and a lock wall 12 are provided on both sides of the cofferdam body 4.
Although the present invention has been disclosed in the preferred embodiments, it is not intended to limit the present invention, and any person skilled in the art can use the above-mentioned method and technical contents to make possible changes and modifications to the technical solution of the present invention without departing from the spirit and scope of the present invention, therefore, any simple modification, equivalent changes and modifications made to the above embodiments by the technical substance of the present invention all belong to the protection scope of the technical solution of the present invention.
Claims (10)
1. A permanently temporary structure for modifying a barrage is characterized by comprising a high-pressure jet grouting impervious wall (1) formed by a plurality of high-pressure jet grouting piles, a flat foundation (2), a plurality of close-packed cast-in-place piles (3) arranged in parallel and a cofferdam body (4); the high-pressure jet grouting pile high-pressure jet grouting impervious wall (1) is located on the downstream side of the flat foundation (2) and arranged along the upstream side face of the close-packed cast-in-place pile (3), the close-packed cast-in-place pile (3) is arranged along the downstream side face of the high-pressure jet grouting impervious wall (1) formed by the high-pressure jet grouting pile, and the cofferdam body (4) is sand gravel; pile top pressing beams (9) are arranged at the tops of the densely-arranged cast-in-place piles (3), seepage intercepting walls (6) are arranged on the downstream sides of the pile top pressing beams (9), the seepage intercepting walls (6) penetrate into the seepage intercepting layers (7), and meanwhile the seepage intercepting layers (7) are arranged around the seepage intercepting walls (6).
2. A dam remodeled temporary structure according to claim 1, wherein the bottom end of the high pressure jet grouting pile forming the high pressure jet grouting impervious wall (1) is located below the elevation of the bedrock surface.
3. A barrage remodeled permanent temporary structure according to claim 1 or 2, wherein the bottom ends of the close-packed piles (3) are located below the elevation of the bedrock face.
4. A dam converted permanent temporary structure according to claim 3, characterized in that the bottom end of said close-packed bored concrete pile (3) is lower than the bottom end of the high-pressure jet grouting pile formed high-pressure impervious wall (1).
5. A dam remodeled temporary structure according to claim 1, wherein said cut-off walls (6) are arranged with close-packed cast-in-place piles (3) attached to the upstream side and have a downward inclined surface on the downstream side.
6. A dam remodeled permanent temporary structure according to claim 1, characterized in that said cut-off layer (7) is a clay layer replaced by gravel placed in the cofferdam (4), the cut-off layer (7) forms a semi-surrounding structure to the cut-off wall (6) and has a downward inclined surface on its downstream side.
7. A barrage reconstruction permanent temporary structure according to claim 1, characterized in that the cofferdam (4) is provided with a revetment (8), the upstream of the revetment (8) starting from the junction of the cut-off walls (6) and the close-packed bored piles (3).
8. A dam converted permanent temporary structure according to claim 1, wherein the top of the high-pressure jet grouting pile forming the high-pressure jet grouting impervious wall (1) is lower than the top of the close-packed cast-in-place pile (3).
9. A dam reconstruction temporary structure according to claim 8, characterized in that the top of the high-pressure jet grouting impervious wall (1) formed by the high-pressure jet grouting piles is filled with downstream revetments (5).
10. A barrage remodelling temporary structure according to claim 1, wherein an entrance and exit road (10) is provided on the downstream side of said cofferdam (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822260697.2U CN209837059U (en) | 2018-12-30 | 2018-12-30 | Block dam transformation faces structure forever |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822260697.2U CN209837059U (en) | 2018-12-30 | 2018-12-30 | Block dam transformation faces structure forever |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209837059U true CN209837059U (en) | 2019-12-24 |
Family
ID=68900969
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201822260697.2U Active CN209837059U (en) | 2018-12-30 | 2018-12-30 | Block dam transformation faces structure forever |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN209837059U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113322904A (en) * | 2021-06-04 | 2021-08-31 | 中国电建集团成都勘测设计研究院有限公司 | High-spraying impervious wall for covering layer foundation concrete dam and construction method thereof |
-
2018
- 2018-12-30 CN CN201822260697.2U patent/CN209837059U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113322904A (en) * | 2021-06-04 | 2021-08-31 | 中国电建集团成都勘测设计研究院有限公司 | High-spraying impervious wall for covering layer foundation concrete dam and construction method thereof |
| CN113322904B (en) * | 2021-06-04 | 2022-08-19 | 中国电建集团成都勘测设计研究院有限公司 | High-spraying impervious wall for covering layer foundation concrete dam and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105178245A (en) | Large filling bag ecological embankment and revetment building method for river lake channel | |
| CN109371918B (en) | Dam structure with permanent combination of multifunctional drainage box culvert and construction method thereof | |
| CN102660936A (en) | Method for realizing seepage prevention of bridge wall by means of polyvinyl chloride film | |
| CN103967015B (en) | A kind of water seal for deep foundation pit excavation method and structure thereof | |
| CN209837059U (en) | Block dam transformation faces structure forever | |
| CN111472326A (en) | Method and structure for building gravity dam on deep covering layer | |
| CN215669631U (en) | Deep overburden foundation structure | |
| CN201981551U (en) | Supporting and retaining structure by combining iron-rib ecological retaining wall with concrete retaining wall | |
| CN107700434B (en) | Arch-shaped grid type reinforced concrete debris flow blocking dam and construction method thereof | |
| CN108411934B (en) | Floating tubular pile, dam retaining structure and construction method thereof | |
| CN215441846U (en) | Foundation anti-settling structure | |
| CN213390185U (en) | Cofferdam structure that earth-rock cofferdam and concrete cofferdam combined together | |
| CN115614542A (en) | Pipe jacking construction method taking existing foundation pit in water as starting point | |
| CN112144425B (en) | Box culvert drainage ditch pouring method located at high water level and in sandy soil environment | |
| CN212452472U (en) | Waterfront river course slope protection structure | |
| CN212801549U (en) | H-shaped double-row steel sheet pile supporting structure | |
| CN210216332U (en) | Retaining dam structure for overhauling whole tunnel section of hydroelectric engineering diversion tunnel in canyon region | |
| CN210636421U (en) | Underwater hollowing defect repairing device for navigation wall pile foundation of ship lock on gravel layer foundation | |
| CN208279958U (en) | Saturated high fill roadbed structure | |
| CN112982278A (en) | Construction method for large-diameter pipe jacking to penetrate through river levee | |
| CN207567719U (en) | The dykes and dams that a kind of gangue dead meal fills | |
| CN112813931A (en) | Heightening mixed dam structure combined with built earth-rock dam and construction method thereof | |
| CN221276626U (en) | Foundation pit engineering oblique throwing supporting device convenient for earth excavation | |
| CN215252686U (en) | Construction structure of earth-rock dam on deep silt layer | |
| CN217352104U (en) | River course revetment structure adjacent to railway pier |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |