CN107386211B - Combined dam type of earth mass center wall rock-fill dam and concrete gravity dam and construction method thereof - Google Patents
Combined dam type of earth mass center wall rock-fill dam and concrete gravity dam and construction method thereof Download PDFInfo
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- CN107386211B CN107386211B CN201710708557.4A CN201710708557A CN107386211B CN 107386211 B CN107386211 B CN 107386211B CN 201710708557 A CN201710708557 A CN 201710708557A CN 107386211 B CN107386211 B CN 107386211B
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- 239000004567 concrete Substances 0.000 title claims abstract description 75
- 230000005484 gravity Effects 0.000 title claims abstract description 75
- 238000010276 construction Methods 0.000 title claims abstract description 21
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 62
- 239000002689 soil Substances 0.000 claims abstract description 41
- 238000001914 filtration Methods 0.000 claims abstract description 17
- 230000007704 transition Effects 0.000 claims abstract description 17
- 239000004927 clay Substances 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 3
- 238000009412 basement excavation Methods 0.000 abstract description 2
- 239000011435 rock Substances 0.000 description 8
- 238000009933 burial Methods 0.000 description 3
- 238000005303 weighing Methods 0.000 description 3
- 230000007423 decrease Effects 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 239000011384 asphalt concrete Substances 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000001223 reverse osmosis Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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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
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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
- E02B7/06—Earth-fill dams; Rock-fill dams
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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
Abstract
The invention provides a combined dam type of a soil-center-of-mass wall rock-fill dam and a concrete gravity dam and a construction method thereof. The combined dam comprises a soil core rockfill dam section, a concrete gravity dam section and a concrete transition dam section, wherein the concrete transition dam section is connected with the soil core rockfill dam section and the concrete gravity dam section. The soil core wall rockfill dam section sequentially comprises an upstream rockfill area, an upstream reverse filtration area, a soil core wall area, a downstream reverse filtration area and a downstream rockfill area from the upstream side to the downstream side. The concrete transition dam section is sequentially provided with an upstream constant-weight retaining wall, a middle depression inclined gravity dam and a downstream constant-weight retaining wall from the upstream side to the downstream side. The construction method of the combined dam comprises the steps of intercepting and guiding construction, dam foundation trench excavation construction, concrete transition dam section construction, concrete gravity dam section construction, soil core wall rock-fill dam section construction and the like. The combined dam type has wide applicability, good economy, good seepage-proofing effect and wide application prospect.
Description
Technical Field
The invention relates to the field of hydraulic structure engineering in hydraulic engineering, in particular to a novel dam type formed by combining an arch dam and a gravity dam and a construction method thereof.
Background
The earth core wall rock-fill dam is an earth-rock dam whose middle portion is equipped with clay wall, gravel-doped clay wall or gravel soil wall as impervious body, two sides of impervious body are equipped with inverted filter layer and two sides of inverted filter layer are rock-fill body. Due to the advantages, the earth core rock-fill dam is widely applied, and the dam type is adopted in many high dams which are built and are built. Nevertheless, the disadvantages of earth dams are not negligible. As the dam body is filled with soil and stone materials, the erosion damage resistance of the dam body is very low, overflow at the top of the dam is not allowed, and the overflow channel serving as a flood discharge building of a reservoir needs to be arranged separately from the dam body and cannot be directly arranged on the dam body. Therefore, the arrangement condition of the spillway is sometimes one of the key factors for determining whether the earth core rock-fill dam can be selected.
Concrete gravity dams are one of the main types of river dams, and are widely applied to hydraulic engineering. Compared with a soil core wall rock-fill dam, the concrete gravity dam has the characteristics of small volume and simple arrangement of flood discharge buildings. The flood discharge building of the concrete gravity dam can be designed to cross flood discharge holes of the dam body and can also be designed to be a flood discharge overflow weir for overflow at the top of the dam. However, concrete gravity dams are also disadvantageous. Concrete gravity dams have a high ground level requirement due to their self-weight, low ability to accommodate deformation, and generally require a ground level of at least moderately weathered rock. Therefore, the decisive factor for determining whether a concrete gravity dam can be selected as a river dam in hydraulic engineering is not usually the arrangement problem of flood discharge buildings but is often the condition of the foundation.
When the topographic condition of the dam site area of the hydraulic engineering is that the valley is wide and no shoreside spillway is arranged, and the geological condition is that the local covering layer of the valley is deep, the bearing capacity of the rock foundations on one side or two sides is high and the burial depth is not large, it is not easy to select a proper river blocking dam type. The earth core rock-fill dam seems to be an option because of the deep local coverage of the river valley, but the implementation difficulty of the earth core rock-fill dam is increased sharply because the river valley is wide and the conditions for arranging a bank spillway are not provided. Because the rock foundation bearing capacity is high and the buried depth is not big, the river valley is wide and does not have the bank spillway condition of arranging, concrete gravity dam seems to be good choice, however, because the local overburden of river valley is deep, the dam foundation excavation degree of difficulty is very big for concrete gravity dam's implementation also is difficult.
Disclosure of Invention
The invention aims to provide a combined dam type of a soil-mass-wall rock-fill dam and a concrete gravity dam and a construction method thereof, and aims to solve the problems in the prior art.
The technical scheme adopted for achieving the purpose of the invention is that the combined dam type of the earth core wall rockfill dam and the concrete gravity dam comprises an earth core wall rockfill dam section, a concrete gravity dam section and a concrete transition dam section which is connected with the earth core wall rockfill dam section and the concrete gravity dam section.
The soil core wall rockfill dam section sequentially comprises an upstream rockfill area, an upstream reverse filtration area, a soil core wall area, a downstream reverse filtration area and a downstream rockfill area from the upstream side to the downstream side. And a transverse river-direction impervious curtain I is arranged in the foundation of the soil core wall area.
The basic section of the concrete gravity dam section is integrally in a right-angled triangle shape. And a transverse river-direction impervious curtain II is arranged in the foundation of the concrete gravity dam section.
The concrete transition dam section is sequentially provided with an upstream constant-weight retaining wall, a middle depression inclined gravity dam and a downstream constant-weight retaining wall from the upstream side to the downstream side.
And the wall back of the upstream balance weight type retaining wall is contacted with the upstream rockfill area and the upstream reverse filtration area. And the wall back of the lower balance weight type retaining wall is contacted with the lower rock-piling area and the lower reverse filtering area.
The depression inclined plane of the middle depression inclined gravity dam is in contact with the soil core wall area, and the vertical plane of the middle depression inclined gravity dam is in contact with the concrete gravity dam section. A groove is formed in the depression inclined plane. The soil core wall area is embedded into the groove. And a transverse river-direction impervious curtain III is arranged in the foundation of the middle depression-inclination type gravity dam.
The seepage-proof curtain I, the seepage-proof curtain II and the seepage-proof curtain III are connected into a whole to form the dam foundation seepage-proof curtain together.
Furthermore, the concrete gravity dam section is provided with a flood discharge overflow weir at the top of the dam.
Furthermore, flood discharge holes are formed in the dam body of the concrete gravity dam section.
Furthermore, the groove width of the groove is gradually increased from top to bottom, and the groove width of each position is larger than the thickness of the soil core wall area of the corresponding position. The groove depth of the groove is more than or equal to 50 cm.
Further, a high-plasticity clay layer is arranged between the end face of the embedded groove part of the soil core wall area and the groove bottom of the groove. And a water stopping material is filled at the joint of the vertical surface and the concrete gravity dam section.
Further, from the upper reaches downstream direction, the height of upstream balance weight formula barricade increases gradually, and thickness increases gradually. From upstream to downstream direction, the height of downstream weighing type barricade reduces gradually, and thickness reduces gradually.
The invention also provides a construction method of the combined dam type of the soil core rock-fill dam and the concrete gravity dam, which comprises the following steps:
1) according to the designed diversion and interception scheme, diversion facilities and interception facilities in the dam site area are constructed, and interception and diversion are carried out on the surface of the river valley and underground water flow.
2) And (5) construction lofting, and excavating the dam foundation according to parameters such as the position, the geometric dimension and the like of the designed dam foundation groove.
3) And according to the designed dam body structure, the construction of the concrete transition dam section and the construction of the concrete gravity dam section are synchronously or respectively carried out.
4) And (5) according to the designed dam body structure, constructing the rockfill dam section of the soil core wall.
The technical effects of the invention are undoubted:
A. the combined dam has wide applicability and good economical efficiency, and can fully exert the advantages of the earth core rock-fill dam and the concrete gravity dam;
B. the concrete transition dam section of the combined dam type effectively solves the problem of connection between the earth core rockfill dam section and the concrete gravity dam section, and ensures the lateral stability of an upstream rockfill dam body and a downstream rockfill dam body of the earth core rockfill dam section;
C. the anti-seepage effect of the end part of the asphalt concrete core wall is simple and reliable.
Drawings
FIG. 1 is a schematic view of a combined dam structure;
FIG. 2 is a sectional view taken along line A-A;
FIG. 3 is a cross-sectional view B-B;
FIG. 4 is a cross-sectional view C-C;
FIG. 5 is a cross-sectional view taken along line D-D;
FIG. 6 is a cross-sectional view E-E;
FIG. 7 is a schematic view of a mid-pitch gravity dam;
FIG. 8 is a schematic view of the connection of the center gravity dam to the earth core region.
In the figure: the soil core wall rockfill dam comprises an earth core wall rockfill dam section 1, an upstream rockfill area 101, an upstream reverse filtration area 102, an earth core wall area 103, a downstream reverse filtration area 104, a downstream rockfill area 105, a concrete gravity dam section 2, a concrete transition dam section 3, an upstream weighing retaining wall 301, a middle inclined gravity dam 302, a inclined plane 3021, a groove 30211, an upright surface 3022, a high-plasticity clay layer 303, a downstream weighing retaining wall 303, a dam foundation impervious curtain 4, an impervious curtain I401, an impervious curtain II 402 and an impervious curtain III 403.
Detailed Description
The present invention is further illustrated by the following examples, but it should not be construed that the scope of the above-described subject matter is limited to the following examples. Various substitutions and alterations can be made without departing from the technical idea of the invention and the scope of the invention is covered by the present invention according to the common technical knowledge and the conventional means in the field.
Example 1:
the embodiment discloses a combined dam type of a soil mass center wall rockfill dam and a concrete gravity dam, which comprises a soil mass center wall rockfill dam section 1, a concrete gravity dam section 2 and a concrete transition dam section 3 for connecting the soil mass center wall rockfill dam section 1 and the concrete gravity dam section 2.
Referring to fig. 2, in the present embodiment, the earth core rockfill dam section 1 covers an area of deep bed overburden at the site. Referring to fig. 3, the earth core rockfill dam section 1 is, from the upstream side to the downstream side, an upstream rockfill region 101, an upstream reverse filtration region 102, an earth core region 103, a downstream reverse filtration region 104, and a downstream rockfill region 105 in this order. And covering layer seepage-proofing structures such as seepage-proofing curtains I401 and the like are arranged in the foundation of the soil core wall area 103. The upstream backwash zone 102 is disposed on the upstream side of the earthen core zone 103. The downstream backwash zone 104 is disposed on the downstream side of the earthen core wall zone 103. The upstream and downstream reverse filtering regions 102 and 104 are both closely attached to the earthen core wall region 103. The upstream and downstream backwash zones 102, 104 and 103 are of equal height. The upstream rockfill area 101 is disposed on the upstream side of the upstream backwash area 102. The downstream rockfill zone 105 is disposed downstream of the downstream reverse filtration zone 104. The upstream rockfill area 101 is adjacent to the upstream backwash area 102. The downstream rockfill area 105 is proximate to the downstream reverse osmosis area 104. The upstream rockfill area 101 and the downstream rockfill area 105 are both inclined planes at the upstream side.
Referring to fig. 2, in the present embodiment, the concrete gravity dam section 2 is located in a region where the bed bedrock has high bearing capacity and small burial depth. Referring to fig. 4, the basic section of the concrete gravity dam section 2 is a right triangle as a whole. The upstream side of the concrete gravity dam section 2 is a vertical surface, and the downstream side is an inclined surface. And the dam crest elevation of the concrete gravity dam section 2 is equal to the dam crest elevation of the soil core wall rock-fill dam section 1. The bottom of the concrete gravity dam section 2 is a medium-weathered rock foundation, and a transverse river-direction anti-seepage curtain II 402 is arranged in the foundation.
Referring to fig. 2, in this embodiment, the concrete transition dam section 3 is located in a region where the bed bedrock has high bearing capacity and small burial depth. The concrete transition dam section 3 is provided with an upstream balance weight retaining wall 301, a middle depression inclined gravity dam 302 and a downstream balance weight retaining wall 303 in sequence from the upstream side to the downstream side. The upstream side of the intermediate dive gravity dam 302 contacts the downstream side of the upstream counterbalanced wall 301, and the downstream side contacts the upstream side of the downstream counterbalanced wall 303.
Referring to fig. 1, the back of the upstream counterbalanced retaining wall 301 is in contact with the upstream rockfill area 101 and the upstream backwash area 102. The upstream counterbalancing wall 301 serves to buttress the upstream rockfill area 101 to maintain lateral stability and limit lateral deformation of the upstream rockfill area 101. The bottom surface of the upstream counterweight-type retaining wall 301 is located on a medium-weathered rock foundation, and the top elevation is flush with the upstream dam slope of the soil core rockfill dam section 1. Referring to fig. 5 and 6, the upstream balance-weight retaining wall 301 has a gradually increasing height and a gradually increasing thickness in the upstream-downstream direction. Vertical structure seams are arranged on the upstream balance weight type retaining wall 301.
The wall back of the downstream counterweight-type retaining wall 303 is intersected with the downstream reverse filtering area 104 and the downstream rockfill area 105. The downstream counterbalancing wall 303 is used to back off the downstream rockfill area 105 to maintain lateral stability and limit lateral deformation of the downstream rockfill area 105. The bottom surface of the downstream constant-weight retaining wall 303 is located on the medium-weathered rock foundation, and the top elevation is flush with the downstream dam slope surface of the soil core rockfill dam section 1. From the upstream to the downstream direction, the height of the downstream counterweight-type retaining wall 303 gradually decreases, and the thickness gradually decreases. And a vertical structure seam is arranged on the downstream weight-balance retaining wall 303.
Referring to fig. 1, the inclined plane 3021 of the intermediate inclined gravity dam 302 interfaces with the earth core 103, and the upright surface 3022 contacts the concrete gravity dam section 2. Referring to fig. 7, the depression slope 3021 is provided with a groove 30211. The soil core wall area 103 extends from the soil core wall rockfill dam section 1 to the middle depression type gravity dam 302 body and is embedded into the groove 30211, and a high-plasticity clay layer 303 is arranged between the end surface of the embedded part and the groove bottom of the groove 30211. The thickness of the high-plasticity clay layer 303 is 20-30 cm. The groove width of the groove 30211 is gradually increased from top to bottom, and the groove width at each position is larger than the thickness of the soil core wall area 103 at the corresponding position. The groove depth of the groove 30211 is more than or equal to 50 cm. And a water stopping material is filled at the joint of the vertical surface 3022 and the concrete gravity dam section 2. The bottom of the middle inclined gravity dam 302 is a medium weathered rock foundation, and a transverse river-direction impervious curtain III 403 is arranged in the foundation.
Referring to fig. 1, the seepage-proofing curtain I401, the seepage-proofing curtain II 402 and the seepage-proofing curtain III 403 are connected into a whole to form a dam foundation seepage-proofing curtain 4.
The combined dam type provided by the embodiment can give full play to the advantages of two traditional dam types, avoids the respective defects, and greatly expands the application range of the earth core rock-fill dam and the concrete gravity dam.
It should be noted that the specific structural form and geometric dimensions of the upstream and downstream counterbalanced retaining walls 301 and 303 are determined by calculation according to the requirements of the retaining wall such as stress condition, stability and strength. The flood discharge building of the concrete gravity dam section 2 can be provided with a flood discharge overflow weir at the dam top and/or a flood discharge hole on the dam body according to actual conditions.
Example 2:
the embodiment discloses a method for constructing a combined dam shape of the earth core rock-fill dam and the concrete gravity dam in the embodiment 1, which comprises the following steps:
1) according to the designed diversion and interception scheme, diversion facilities and interception facilities in the dam site area are constructed, and interception and diversion are carried out on the surface of the river valley and underground water flow.
2) And (3) construction lofting, namely reinforcing the side slope, the dam foundation trench of the excavated soil core wall rockfill dam section 1, the dam foundation trench of the excavated concrete transition dam section 3 and the dam foundation trench of the mixed excavated concrete gravity dam section 2 according to the designed parameters such as the position, the geometric dimension and the like of the dam foundation trench.
3) According to the designed dam body structure, the construction of the concrete transition dam section 3 and the construction of the concrete gravity dam section 2 are synchronously or respectively carried out.
4) And (3) according to the designed dam body structure, constructing the rockfill dam section 1 of the soil core wall.
Claims (5)
1. A combined dam type of a soil mass center wall rockfill dam and a concrete gravity dam is characterized by comprising a soil mass center wall rockfill dam section (1), a concrete gravity dam section (2) and a concrete transition dam section (3) which is connected with the soil mass center wall rockfill dam section (1) and the concrete gravity dam section (2);
the soil core wall rockfill dam section (1) is sequentially provided with an upstream rockfill area (101), an upstream reverse filtration area (102), a soil core wall area (103), a downstream reverse filtration area (104) and a downstream rockfill area (105) from the upstream side to the downstream side; a transverse river-direction impervious curtain I (401) is arranged in the foundation of the soil core wall area (103);
the basic section of the concrete gravity dam section (2) is integrally in a right-angled triangle shape; a transverse river-direction impervious curtain II (402) is arranged in the foundation of the concrete gravity dam section (2);
the concrete transition dam section (3) is sequentially provided with an upstream balance weight retaining wall (301), a middle depression inclined gravity dam (302) and a downstream balance weight retaining wall (303) from the upstream side to the downstream side;
the back of the upstream balance weight retaining wall (301) is contacted with the upstream rockfill area (101) and the upstream reverse filtration area (102); the height of the upstream balance weight retaining wall (301) is gradually increased and the thickness is gradually increased from the upstream to the downstream; the wall back of the downstream balance weight retaining wall (303) is contacted with the downstream rockfill area (105) and the downstream reverse filtration area (104); the height of the downstream balance weight retaining wall (303) is gradually reduced and the thickness is gradually reduced from the upstream direction to the downstream direction;
a depression inclined surface (3021) of the middle depression inclined gravity dam (302) is in contact with the soil core wall area (103), and an upright surface (3022) is in contact with the concrete gravity dam section (2); a groove (30211) is arranged on the depression inclined plane (3021); the soil core wall area (103) is embedded into the groove (30211); a high-plasticity clay layer (303) is arranged between the end surface of the part, embedded into the groove (30211), of the soil core wall area (103) and the bottom of the groove (30211); the joint between the vertical surface (3022) and the concrete gravity dam section (2) is filled with a water stop material; a transverse river-direction impervious curtain III (403) is arranged in the foundation of the middle inclined gravity dam (302);
the seepage-proof curtain I (401), the seepage-proof curtain II (402) and the seepage-proof curtain III (403) are connected into a whole to form a dam foundation seepage-proof curtain (4) together.
2. The combined dam type of earth mass center wall rock-fill dam and concrete gravity dam of claim 1, characterized in that: and the concrete gravity dam section (2) is provided with a flood discharge overflow weir at the top of the dam.
3. The combined dam type of earth mass center wall rock-fill dam and concrete gravity dam of claim 1, characterized in that: and flood discharge holes are formed in the dam body of the concrete gravity dam section (2).
4. The combined dam type of earth mass center wall rock-fill dam and concrete gravity dam of claim 1, characterized in that: the groove width of the groove (30211) is gradually increased from top to bottom, and the groove width at each position is larger than the thickness of the soil core wall area (103) at the corresponding position; the groove depth of the groove (30211) is more than or equal to 50 cm.
5. A method of constructing a combined dam type of an earth core rock-fill dam and a concrete gravity dam as claimed in claim 1, comprising the steps of:
1) constructing a diversion facility and an interception facility of a dam site area according to a designed diversion and interception scheme, and intercepting and guiding the surface of the river valley and underground water flow;
2) construction lofting, namely excavating a dam foundation according to the designed dam foundation groove position and geometric dimension parameters;
3) according to the designed dam body structure, the construction of the concrete transition dam section (3) and the construction of the concrete gravity dam section (2) are synchronously or respectively carried out;
4) and (3) constructing the rockfill dam section (1) of the soil core wall according to the designed dam body structure.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710708557.4A CN107386211B (en) | 2017-08-17 | 2017-08-17 | Combined dam type of earth mass center wall rock-fill dam and concrete gravity dam and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710708557.4A CN107386211B (en) | 2017-08-17 | 2017-08-17 | Combined dam type of earth mass center wall rock-fill dam and concrete gravity dam and construction method thereof |
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| CN107386211A CN107386211A (en) | 2017-11-24 |
| CN107386211B true CN107386211B (en) | 2020-05-01 |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101718086A (en) * | 2009-11-05 | 2010-06-02 | 河海大学 | Concrete-enrockment mixed dam and construction method thereof |
| CN202627019U (en) * | 2012-06-29 | 2012-12-26 | 四川凯铭投资有限公司 | Balance weight type reinforced earth-retaining wall |
| CN105064288A (en) * | 2015-08-04 | 2015-11-18 | 中国电建集团华东勘测设计研究院有限公司 | Concrete dam and earth and rockfill dam mixed dam type structure and construction method |
| CN106284215A (en) * | 2016-08-17 | 2017-01-04 | 中国电建集团西北勘测设计研究院有限公司 | A kind of mixed dam |
-
2017
- 2017-08-17 CN CN201710708557.4A patent/CN107386211B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101718086A (en) * | 2009-11-05 | 2010-06-02 | 河海大学 | Concrete-enrockment mixed dam and construction method thereof |
| CN202627019U (en) * | 2012-06-29 | 2012-12-26 | 四川凯铭投资有限公司 | Balance weight type reinforced earth-retaining wall |
| CN105064288A (en) * | 2015-08-04 | 2015-11-18 | 中国电建集团华东勘测设计研究院有限公司 | Concrete dam and earth and rockfill dam mixed dam type structure and construction method |
| CN106284215A (en) * | 2016-08-17 | 2017-01-04 | 中国电建集团西北勘测设计研究院有限公司 | A kind of mixed dam |
Non-Patent Citations (1)
| Title |
|---|
| 观音岩水电站混合坝插入式接头设计研究;相彪等;《水力发电》;20170131;第43卷(第1期);38-42 * |
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Effective date of registration: 20240109 Address after: 410000, No. 370 Shaoshan North Road, Yuhua District, Changsha City, Hunan Province (12th floor of Flood Control Building) Patentee after: Hunan Water Conservancy and Power Engineering Construction Supervision Consulting Co.,Ltd. Address before: 230000 floor 1, building 2, phase I, e-commerce Park, Jinggang Road, Shushan Economic Development Zone, Hefei City, Anhui Province Patentee before: Dragon totem Technology (Hefei) Co.,Ltd. Effective date of registration: 20240109 Address after: 230000 floor 1, building 2, phase I, e-commerce Park, Jinggang Road, Shushan Economic Development Zone, Hefei City, Anhui Province Patentee after: Dragon totem Technology (Hefei) Co.,Ltd. Address before: 400074 No. 66, Xuefu Avenue, Nan'an District, Chongqing Patentee before: CHONGQING JIAOTONG University |