CN113846609A - A manger plate gravity dam joint design for covering layer connects basement rock foundation - Google Patents
A manger plate gravity dam joint design for covering layer connects basement rock foundation Download PDFInfo
- Publication number
- CN113846609A CN113846609A CN202111313213.6A CN202111313213A CN113846609A CN 113846609 A CN113846609 A CN 113846609A CN 202111313213 A CN202111313213 A CN 202111313213A CN 113846609 A CN113846609 A CN 113846609A
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- water
- dam
- impervious wall
- concrete
- joint
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/08—Wall dams
- E02B7/10—Gravity dams, i.e. those in which the weight of the structure prevents overturning
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/40—Foundations for dams across valleys or for dam constructions
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
Abstract
The invention relates to the field of construction structures of water conservancy and hydropower retaining gravity dams, in particular to a retaining gravity dam joint structure which is simple in structure and convenient to construct and can effectively connect relevant parts of a dam body and is used for covering a layer-connected bedrock foundation, the retaining gravity dam joint structure comprises a cast-in-place concrete impervious wall and a pore-forming concrete impervious wall, an expanded outer-packing concrete structure is arranged at the bottom of the cast-in-place concrete impervious wall, the top of the pore-forming concrete impervious wall is embedded into the cast-in-place concrete impervious wall and forms a joint at a position close to the bottom of the expanded outer-packing concrete structure, wherein a water stop sheet structure is arranged at the top of the joint, and a water stop coating is arranged in the joint; the waterproof structure is arranged at the end of one end, facing the upstream face, of the joint. The invention is particularly suitable for the construction occasions of the water conservancy and hydropower water retaining gravity dam.
Description
Technical Field
The invention relates to the field of construction structures of water conservancy and hydropower water retaining gravity dams, in particular to a water retaining gravity dam joint structure for a cover layer bedrock foundation.
Background
The concrete gravity dam is generally built on a rock foundation, and the gravity joint dam foundation is located on strong or weak weathering bedrock, so that the dam foundation rock mass has enough bearing capacity, better uniformity and integrity, and can bear huge pressure transmitted by the dam body. However, along with continuous development and construction of hydropower projects, dam sites with better geological conditions are less and less, the hydropower projects planned or to be built at present are mostly located in southwest high mountain canyon areas with rich water resources, the geological conditions are complex, some project joint dam slope foundations are located on a covering layer, if the joint dam foundations are dropped to a lower bedrock, the upper covering layer is large in excavation amount, a certain degree of steep slope can be formed in excavation, the supporting project amount and the construction difficulty are increased, the problem of slope stability in the construction period is obvious, and the project investment is increased. If the joint edge dam section is built on the covering layer, uneven settlement deformation can be generated under the gravity action of mass concrete of the gravity dam, and the stability of the dam body is not facilitated. Therefore, the existing first type of technology is that a joint gravity dam section is built on a cover layer foundation, and the differential settlement deformation to a certain degree can be generated under the gravity action of mass concrete of a gravity dam, so that the dam body is not favorable to be stable, the stable calculation result is difficult to meet the requirement, the engineering quantity of the concrete of the dam body is large, and the investment is increased. Another technique is to drop the joint dam foundation to bedrock. The general problems of the technology are that the excavation amount of the upper covering layer is large, a high and steep side slope with a certain degree can be formed in the excavation process, the supporting engineering amount and the construction difficulty are increased, the problem of side slope stability in the construction period is obvious, and the engineering investment is increased.
Disclosure of Invention
The invention aims to solve the technical problem of providing a water-retaining gravity dam joint structure for covering a bedrock foundation, which has a simple structure and is convenient to construct, and can realize effective connection of relevant parts of a dam body.
The technical scheme adopted by the invention for solving the technical problems is as follows: the water retaining gravity dam joint structure comprises a cast-in-place concrete impervious wall and a pore-forming concrete impervious wall, wherein an expanded outer-coated concrete structure is arranged at the bottom of the cast-in-place concrete impervious wall, the top of the pore-forming concrete impervious wall is embedded into the cast-in-place concrete impervious wall and forms a joint at the position close to the bottom of the expanded outer-coated concrete structure, a water stop sheet structure is arranged at the top of the joint, and a water stop coating is arranged in the joint; the waterproof structure is arranged at the end of one end, facing the upstream face, of the joint.
Furthermore, the water stop sheet structure is a water stop copper sheet.
Further, the water stop coating is an asphalt coating.
Further, the water-resisting layer structure includes the flexible filler and will set up in the three compound rubber boards on flexible filler top layer, and three compound rubber boards will fix the flexible filler and set up in seam towards the end department of the upstream face one end.
And further, the three-composite rubber plate is fixedly arranged on the expanded external concrete structure and the pore-forming concrete anti-seepage wall through the stainless steel flat steel.
Further, an expansion bolt is included, and the stainless steel flat steel is fixed through the expansion bolt.
Furthermore, a drainage pipeline is arranged in the longitudinal extension direction of the inner joint of the flexible filler.
Further, an anchor bar is arranged in the pore-forming concrete impervious wall.
Furthermore, a reserved drain hole is formed between the water stop sheet structures at the top of the joint.
The invention has the beneficial effects that: according to the invention, through the structural improvement of the connection part, the construction cost and the construction time are reduced on the premise of effectively ensuring the waterproof effect of the connection part. Compared with the conventional scheme of the joint dam of the concrete gravity dam on the bedrock foundation, the technology and the method are suitable for a plurality of overlay layers to be connected with the bedrock foundation, the upper cast-in-place concrete impervious wall replaces a side dam section of the gravity dam and is respectively and effectively connected with a pore-forming impervious wall on a lower overlay layer foundation and a concrete gravity dam section on a side bedrock foundation, the technology does not need to excavate a foundation overlay excessively, the construction difficulty of a joint side slope is reduced, the concrete engineering quantity is greatly reduced, and therefore the technology has the advantages of simple structure, convenience and quickness in construction, good strength and impervious performance, low investment, easiness in maintenance and the like. The invention is particularly suitable for the construction occasions of the water conservancy and hydropower water retaining gravity dam.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Fig. 2 is a schematic diagram of the position arrangement of the invention in a dam structure.
FIG. 3 is a schematic illustration of the invention applied to a dam and backfilled impermeable soil structure.
Labeled as: the anti-seepage wall comprises a cast-in-place concrete anti-seepage wall 1, an expanded outer-coated concrete structure 2, a pore-forming concrete anti-seepage wall 3, an anti-seepage wall part 4, a water stop structure 5, a joint 6, an anchor rib 7, an anti-seepage wall central line 8, a joint top 9, a drainage pipeline 10, a three-composite rubber plate 11, a flexible filler 12, a stainless steel flat steel 13, an expansion bolt 14, an embedded type expanded end 15, a reserved drainage hole 16, a dam body 17, a caulking factice 18, a backfilling anti-seepage soil material 19, a dam top 20, a dam inner gallery 21, a foundation boundary line 22 and an anti-seepage wall bottom boundary 23.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
The water-retaining gravity dam joint structure for covering the bedrock foundation as shown in fig. 1, fig. 2 and fig. 3 comprises a cast-in-place concrete impervious wall 1 and a pore-forming concrete impervious wall 3, wherein the bottom of the cast-in-place concrete impervious wall 1 is provided with an expanded external concrete structure 2, the top of the pore-forming concrete impervious wall 3 is embedded into the cast-in-place concrete impervious wall 1 and forms a joint 6 at the position close to the bottom of the expanded external concrete structure 2, a water-stopping sheet structure 5 is arranged at the joint top 9 of the joint 6, and a water-stopping coating is arranged in the joint 6; the waterproof structure is arranged at the end of one end, facing the water-facing surface, of the joint 6.
The gravity dam is a large-volume water retaining building constructed by concrete or masonry, and the gravity dam is basically in a cross section type right-angled triangle and integrally consists of a plurality of dam sections. Under the action of water pressure and other loads, the stability of the dam body is maintained mainly by the self weight of the dam body. Overburden is loose-packing of various causes, deposits overlying bedrock, such as gravel layers of sand and gravel, sand layers, artificially filled gravel bodies, and the like. Bedrock is solid rock that lies beneath soil and other unconsolidated materials, or rock that appears at the surface where soil and other loose material is not present. During actual construction, the covering layer is connected with soft and hard foundations of bedrock, the joint structure of the retaining dam sequentially comprises a concrete impervious wall with a hole formed at the lower part, an expanded outer-wrapping concrete structure and a cast-in-place concrete impervious wall from bottom to top, the retaining dam is effectively connected with a retaining gravity dam section on one side by adopting an embedded expanded end concrete structure, and sand and pebbles are filled at the upper and lower sides.
In actual construction, in order to simplify the water stop sheet structure 5, it is preferable that the water stop sheet structure 5 be a water stop copper sheet. Preferably, the water stop coating is an asphalt coating, so that a better water-resisting effect is obtained.
Similarly, in order to further simplify the water-resisting layer structure while the water-resisting layer structure ensures the water-resisting effect, the scheme is preferably as follows: the water-resisting layer structure comprises a flexible filler 12 and a three-composite rubber plate 11 to be arranged on the surface layer of the flexible filler 12, wherein the three-composite rubber plate 11 is used for fixedly arranging the flexible filler 12 at the end of one end, facing the water-facing surface, of the joint 6. As shown in fig. 1, the arrow on the left side in fig. 1 indicates the flow direction of water flow, and the water-blocking layer structure is disposed at the end of the seam 6 facing the upstream side, so as to enhance the water-blocking effect, wherein the flexible filler 12 plays a main role in water blocking, and the three composite rubber plates 11 fix the flexible filler 12. Further, in order to obtain a better fixing effect of the three-layer composite rubber sheet 11, the following scheme is preferable: the three-composite rubber plate is characterized by comprising stainless steel flat steel 13, wherein the three-composite rubber plate 11 is fixedly arranged on the expanded external concrete structure 2 and the pore-forming concrete impervious wall 3 through the stainless steel flat steel 13. Further, for more structural stability, it is preferable to include expansion bolts 14, and the stainless steel flat 13 is fixed by the expansion bolts 14.
In practical use, in order to discharge the isolated water in time, the following scheme is preferred: the longitudinal extension direction of the internal seam 6 of the flexible filler 12 is provided with a drainage pipeline 10, so that the damage of accumulated water to the structure is prevented. In order to obtain a more stable structure, it is preferable that the anchor bars 7 are arranged in the pore-forming concrete impervious wall 3. Similarly, pre-drainage holes 16 are preferably provided between the waterstop structures 5 at the top 9 of the seam.
In actual use, the structure of FIG. 1 is applied to the overall configuration shown in FIG. 2. Wherein, the arrows in fig. 3 indicate the water flow direction, when the part shown in fig. 3 is used, the embedded expansion end 15 is joined with the dam body 17 to form a joint, and the joint can be provided with caulking paste 18 and a reserved drain hole 16. In fig. 3, the water barrier structure can be omitted due to the barrier of the backfill impermeable soil material 19.
The structure can be constructed according to the following implementation steps: the method comprises the steps of firstly, implementing a conventional pore-forming concrete impervious wall on the basis of a covering layer, and then constructing an upper cast-in-place concrete impervious wall on the impervious wall instead of a dam section at the edge of a gravity dam. The upper cast-in-place concrete impervious wall and the lower constructed pore-forming concrete impervious wall are connected in an expanded external concrete structure. Considering the treatment effectiveness of the top connection part of the lower pore-forming concrete impervious wall, chiseling the horizontal and vertical end parts of the lower constructed pore-forming concrete impervious wall for 50-100cm, chiseling the chiseled section, and drilling and embedding 2 rows of the chiseled section
The distance between anchor bars is 1.0m, the length of the anchor bars is 1.5m, the anchor bars are embedded in old concrete for 1m, then concrete with the same strength grade and the height of 50cm is poured, 1W-shaped copper water stop sheet is embedded in 25cm positions on two sides of the impervious center line of the top surface of the poured 50cm concrete respectively, asphalt with the thickness of 5mm is coated on the top surface and the two side surfaces within the range of 80cm, and then an expanded outer concrete structure and an upper cast-in-place concrete impervious wall are poured outside the range. The vertical height (horizontal length) of the outer-wrapped concrete structure is enlarged to be 1.5m, and the outer-wrapped concrete structure is wrapped by the outer-wrapping concrete structureThe height of the part of the impervious wall is 0.8m, and the distance between the top surface of the lower poured impervious wall and the top surface of the enlarged structure is 0.7 m; the width of the expanded external packing structure is 2.6m, wherein the width of the impervious wall is 1.0m, the width of the expanded external packing on both sides is 0.8m, the cast-in-place concrete impervious wall is continuously cast on the expanded external packing structure, and the expanded external packing structure ensures that the cast-in-place impervious wall and the constructed impervious wall on the lower part are firmly connected and do not seep water. An embedded type expanded end concrete connection mode is adopted between a cast-in-place concrete impervious wall and a concrete gravity dam on a side foundation, the length of an expanded end on a plane is 1.5m, the width of the expanded end on the plane is 2.6m, the width of the impervious wall is 1.0m, the width of each expanded portion on two sides of the impervious wall is 0.8m, the length of an expanded end embedded gravity dam subsiding block is 1.0m, 1W-shaped copper water stop sheet is embedded in each position of 0.5m on two sides of an impervious center line of a seam surface between the embedded portion and the gravity dam subsiding block, a vertical drainage hole with the diameter of 15cm is reserved in the middle of each 2 copper water stop sheets, the lower portion of the drainage hole is horizontally connected into a foundation gallery to drain water, and impervious soil materials are paved in a certain range on the upstream of the embedded type expanded end. In order to enhance the seepage-proofing effect of the expanded outer wrapping joint of the pore-forming impervious wall and the post-cast concrete impervious wall, flexible water stop is arranged on the water-facing surface at the intersection of the joint parts of the pore-forming impervious wall and the post-cast impervious wall, namely, the intersection of the water-facing surface and the water-facing surface is provided with a seam
The flexible water stopping measures of rod stuffing, GB flexible filler stuffing, GB three-composite rubber plate cover plate sealing, flat steel and expansion bolt fixing are adopted. The specific implementation method comprises the following steps: 1. arranged at the intersection of the seam of the water surface
And (5) filling the rod. 2. The outer side of the rod plug is provided with a three-composite rubber plate cover plate with the radius of 25cm, the central angle of 90 degrees and the thickness of 10mm for sealing. 3. The two ends of the composite rubber plate are pressed by stainless steel flat steel of 6cm multiplied by 0.6cm (width multiplied by thickness), and are firmly fixed by expansion bolts of M10 multiplied by 110mm, and the bolt distance is 15 cm. 4. And a GB flexible filler is adopted between the rod filler and the composite rubber plate to be densely filled.
In order to improve the stress condition of the impervious wall joint, the size of the dam body at the joint of the impervious wall and the side gravity dam is integrally enlarged and supplementedAnd (6) pouring. The specific implementation method comprises the following steps: 1. and the joint of the gravity dam at the side edge is integrally expanded with a post-cast block, the width of the post-cast block exceeds the expanded outer-coating structure of the cast-in-place impervious wall by 60cm, and the length of the post-cast block is not less than 5m according to the actual condition. 2. Before the concrete of the enlarged supplementary casting block is poured, the upstream vertical face of the old concrete of the dam body of the cast section is subjected to scabbling treatment and supplementary planting
The joint bars are 3m long and 1.5m exposed, and are arranged in a quincunx shape with the row spacing of 1 m.
Claims (9)
1. A manger plate gravity dam joint structure for cover layer connects basement rock basis, including cast in situ concrete cut-off wall (1) and pore-creating concrete cut-off wall (3), its characterized in that: an expanded outer-coated concrete structure (2) is arranged at the bottom of the cast-in-place concrete impervious wall (1), the top of the pore-forming concrete impervious wall (3) is embedded into the cast-in-place concrete impervious wall (1) and forms a seam (6) at the position close to the bottom of the expanded outer-coated concrete structure (2), wherein a water stop sheet structure (5) is arranged at the seam top (9) of the seam (6), and a water stop coating is arranged in the seam (6); the waterproof structure is arranged at the end of the seam (6) facing one end of the upstream face.
2. The water dam gravity dam construction for a overburden bedrock foundation as recited in claim 1, wherein: the water stop sheet structure (5) is a water stop copper sheet.
3. The water dam gravity dam construction for a overburden bedrock foundation as recited in claim 1, wherein: the water stop coating is an asphalt coating.
4. The water dam gravity dam construction for overburden bedrock foundation of claim 1, 2 or 3 wherein: the waterproof layer structure comprises a flexible filler (12) and a three-composite rubber plate (11) to be arranged on the surface layer of the flexible filler (12), and the three-composite rubber plate (11) fixes the flexible filler (12) at the end of the seam (6) facing one end of the upstream face.
5. The water dam gravity dam construction for a overburden bedrock foundation as recited in claim 4, wherein: the three-composite rubber plate comprises stainless steel flat steel (13), wherein the three-composite rubber plate (11) is fixedly arranged on an expanded external concrete structure (2) and a pore-forming concrete impervious wall (3) through the stainless steel flat steel (13).
6. The water dam gravity dam construction for a overburden bedrock foundation as recited in claim 5, wherein: comprises an expansion bolt (14), and the stainless steel flat steel (13) is fixed through the expansion bolt (14).
7. The water dam gravity dam construction for a overburden bedrock foundation as recited in claim 4, wherein: and a drainage pipeline (10) is arranged in the longitudinal extending direction of the inner seam (6) of the flexible filler (12).
8. The water dam gravity dam construction for overburden bedrock foundation of claim 1, 2 or 3 wherein: and anchor bars (7) are arranged in the pore-forming concrete impervious wall (3).
9. The water dam gravity dam construction for overburden bedrock foundation of claim 1, 2 or 3 wherein: reserved drain holes (16) are arranged between the water stop sheet structures (5) at the top parts (9) of the seams.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111313213.6A CN113846609A (en) | 2021-11-08 | 2021-11-08 | A manger plate gravity dam joint design for covering layer connects basement rock foundation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111313213.6A CN113846609A (en) | 2021-11-08 | 2021-11-08 | A manger plate gravity dam joint design for covering layer connects basement rock foundation |
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| CN113846609A true CN113846609A (en) | 2021-12-28 |
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| CN202111313213.6A Pending CN113846609A (en) | 2021-11-08 | 2021-11-08 | A manger plate gravity dam joint design for covering layer connects basement rock foundation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116087061A (en) * | 2023-02-08 | 2023-05-09 | 江苏科技大学 | Method for measuring allowable maximum gap width at joint of isolation barrier and bedrock |
| CN116087061B (en) * | 2023-02-08 | 2024-04-26 | 江苏科技大学 | Method for measuring allowable maximum gap width at joint of isolation barrier and bedrock |
-
2021
- 2021-11-08 CN CN202111313213.6A patent/CN113846609A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116087061A (en) * | 2023-02-08 | 2023-05-09 | 江苏科技大学 | Method for measuring allowable maximum gap width at joint of isolation barrier and bedrock |
| CN116087061B (en) * | 2023-02-08 | 2024-04-26 | 江苏科技大学 | Method for measuring allowable maximum gap width at joint of isolation barrier and bedrock |
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