CN107338770A - The combination dam type and its method of construction of a kind of asphalt concrete core dam and concrete gravity dam - Google Patents
The combination dam type and its method of construction of a kind of asphalt concrete core dam and concrete gravity dam Download PDFInfo
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- CN107338770A CN107338770A CN201710709221.XA CN201710709221A CN107338770A CN 107338770 A CN107338770 A CN 107338770A CN 201710709221 A CN201710709221 A CN 201710709221A CN 107338770 A CN107338770 A CN 107338770A
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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
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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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- General Engineering & Computer Science (AREA)
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Abstract
Invention provides a kind of asphalt concrete core dam and the combination dam type and its method of construction of concrete gravity dam.The combination dam type includes asphalt concrete core dam section and concrete gravity monolith, and the concrete transition monolith of linking asphalt concrete core dam section and concrete gravity monolith.The asphalt concrete core dam section is followed successively by upstream rockfill area, upstream transition area, asphaltic concrete core wall area, downstream transition area and downstream rockfill area from upstream side to downstream.The concrete transition monolith is followed successively by upstream pH-static method from upstream side to downstream, centre is bowed inclined gravity dam and downstream pH-static method.The method of construction of the combination dam type includes the steps such as water conservancy diversion construction, the construction of dam foundation foundation trench excavation construction, concrete transition monolith, the construction of concrete gravity monolith, the construction of asphalt concrete core dam section of damming.The combination dam type applicability extensively, good economy performance and good seepage-proof property, have broad application prospects.
Description
Technical field
The present invention relates to Hydraulic Structure Engineering field, and in particular to one kind combination dam type and its method of construction.
Background technology
Asphalt concrete core dam is that earth and rockfill dam of the bituminous concrete wall as impervious body, pitch coagulation are set in the middle part of dam body
Native core-wall typically uses vertical-type, also has and is slightly inclined to upstream.When bituminous concrete wall is located in the middle part of dam body and is slightly inclined to upstream
When, alternatively referred to as bituminous concrete sloping core dam.Because bituminous concrete has the good anti-performance for blending adaptive deformation, because
This can be as the impervious core of earth and rockfill dam.Compared to traditional cohesive soil impervious core, the superiority of asphaltic concrete core wall antiseepage
Be mainly reflected in the construction of bituminous concrete by rainfall and low temperature influenceed small, asphalt concrete core dam need not fill it is high-quality
The stockpile of amount requires dam body packing quality that there is low, bituminous concrete stronger plasticity to cause the bituminous concrete heart in other words
Wall deforms adaptable etc. to the dam foundation.Due to having evolved into soil with above-mentioned superiority, asphalt concrete core dam
One of main dam type in masonry dam, the application in hydraulic engineering increase year by year.
A type of the asphalt concrete core dam as earth and rockfill dam, its advantage is prominent, for example it is wanted to ground
Ask relatively low, the ability of compatible deformation is strong, it might even be possible to directly build on deep covering layer ground, but its shortcoming is also not allow to neglect
Depending on.Because dam body is filled with stockpile, its antiscour damage capability is very low, does not allow dam crest cross flow, is let out as reservoir
The spillway of big vast building needs to separate arrangement with dam body, it is impossible to is directly arranged on dam body.Therefore, the arrangement condition of spillway
Turn into one of key factor for determining that can asphalt concrete core dam be selected sometimes.
Concrete gravity dam is one of main dam type, using very extensive in hydraulic engineering.Compared to drip
Blue or green concrete core-wall dam, is small volume the characteristics of concrete gravity dam, and flood releasing structure arrangement is simple.Concrete gravity dam is let out
Big vast building can be designed as crossing the flood discharge hole of dam body, be also designed to the flood discharge downflow weir of dam crest overflow.It is nevertheless, mixed
It is also imperfect to coagulate native gravity dam.Because concrete gravity dam is relatively low from great, compatible deformation ability, therefore it is over the ground
The requirement of base is higher, usually requires that ground is at least the rock foundation of medium weathering.Therefore, determine concrete gravity dam in water conservancy
It can be not usually the Layout Problem of flood releasing structure as the deciding factor that dam is selected in engineering, and be often
The condition of ground.
When hydraulic engineering Dam Site orographic condition for river valley it is open and do not possess arrangement spillway on bank condition, geology bar
When part is that river valley local complexity layer depth is thick, one or both sides Capacity of Rock Ground is high and buried depth is little, suitable barrage is selected
Dam type not a duck soup.Because river valley local complexity layer depth is thick, asphalt concrete core dam seems to select, still, by
It is open in river valley and do not possess arrangement spillway on bank condition so that the enforcement difficulty of asphalt concrete core dam increases suddenly.Due to
Capacity of Rock Ground is high and buried depth is little, river valley is open and does not possess arrangement spillway on bank condition, and concrete gravity dam is seemingly
It is good selection, still, because river valley local complexity layer depth is thick, dam foundation excavation difficulty is very big so that concrete gravity dam
Implementation be not easy to.
The content of the invention
It is an object of the invention to provide the combination dam type of a kind of asphalt concrete core dam and concrete gravity dam and its build
Method is made, to solve problems of the prior art.
To realize that the technical scheme that the object of the invention uses is such, a kind of asphalt concrete core dam and concrete
The combination dam type of gravity dam, including asphalt concrete core dam section and concrete gravity monolith, and the linking bituminous concrete heart
The concrete transition monolith of wall monolith and concrete gravity monolith.
The asphalt concrete core dam section is followed successively by upstream rockfill area, upstream transition area, drip from upstream side to downstream
Blue or green concrete core-wall area, downstream transition area and downstream rockfill area.The asphaltic concrete core wall area includes asphaltic concrete core wall
And concrete pedestal.The asphaltic concrete core wall is arranged on concrete pedestal.The bottom of the concrete pedestal is provided with
Seepage proof curtain I.
The overall rectangular triangle of the fundamental profile of the concrete gravity monolith.The ground of the concrete gravity monolith
In be provided with Yokogawa to seepage proof curtain II.
The concrete transition monolith is followed successively by upstream pH-static method from upstream side to downstream, centre is bowed inclined gravity
Dam and downstream pH-static method.The wall back of the body of the upstream pH-static method mutually has a common boundary with upstream rockfill area.The downstream weight
The wall back of the body of formula barricade mutually has a common boundary with downstream rockfill area.
The centre is bowed bow inclined-plane and upstream transition area, asphaltic concrete core wall area and the downstream transition of inclined gravity dam
Area contacts, and vertical surface contacts with concrete gravity monolith.Vertical U-type groove is provided with the inclined-plane of bowing.The bituminous concrete
In core-wall area insertion U-type groove.The centre bow inclined gravity dam ground in be provided with Yokogawa to seepage proof curtain III.
The seepage proof curtain I, seepage proof curtain II and seepage proof curtain III are connected to each other as a whole, and collectively form seepage prevention of dam founda curtain
Curtain.
Further, the concrete gravity monolith is provided with flood discharge downflow weir in dam crest.
Further, it is provided with flood discharge hole on the dam body of the concrete gravity monolith.
Further, the width of the U-type groove is not less than the thickness in asphaltic concrete core wall area, and depth is more than 50cm.
Further, it is provided with drip between the end face of the asphaltic concrete core wall area insertion U-type groove part and the bottom land of U-type groove
Cyan layer.The seam crossing of the vertical surface and concrete gravity monolith is filled with sealing material.
Further, gradually increase from upstream toward downstream direction, the height of the upstream pH-static method, thickness gradually increases
Greatly.From upstream toward downstream direction, the height of the downstream pH-static method is gradually reduced, and thickness is gradually reduced.
Invention additionally discloses a kind of building on above-mentioned asphalt concrete core dam and the combination dam type of concrete gravity dam
Method is made, is comprised the following steps：
1) water conservancy diversion according to design, scheme of river closure, the parallel works for Dam Site of constructing and the facility that dams, and to river valley
Table, subsurface flow are dammed and water conservancy diversion.
2) construction lofting, according to parameters such as the dam foundation foundation trench position of design and physical dimensions, the dam foundation is excavated.
3) dam structure according to design, it is synchronous to carry out or carry out concrete transition monolith and concrete gravity monolith respectively
Construction.
4) dam structure according to design, the construction of asphalt concrete core dam section is carried out.
The solution have the advantages that unquestionable：
A. it is extensive to combine dam type applicability, good economy performance, asphalt concrete core dam and concrete gravity can be given full play to
The advantages of dam；
B. the concrete transition monolith for combining dam type efficiently solves asphalt concrete core dam section and concrete gravity dam
The connectivity problem of section, it is ensured that the lateral stability of asphalt concrete core dam section upstream enrockment dam body and downstream enrockment dam body；
C. asphaltic concrete core wall end anti-seepage effect is succinctly reliable.
Brief description of the drawings
Fig. 1 is combination dam type structural representation；
Fig. 2 is A-A sectional views；
Fig. 3 is asphalt concrete core dam segment structure schematic diagram；
Fig. 4 is concrete gravity dam segment structure schematic diagram；
Fig. 5 is concrete transition monolith structural representation；
Fig. 6 is B-B sectional views；
Fig. 7 is that centre is bowed inclined gravity dam structural representation；
Fig. 8 is that centre is bowed inclined gravity dam and asphaltic concrete core wall area connection diagram.
In figure：Asphalt concrete core dam section 1, upstream rockfill area 101, upstream transition area 102, asphaltic concrete core wall area
103rd, asphaltic concrete core wall 1031, concrete pedestal 1032, downstream transition area 104, downstream rockfill area 105, concrete gravity
Monolith 2, concrete transition monolith 3, upstream pH-static method 301, centre are bowed inclined gravity dam 302, bow inclined-plane 3021, U-type groove
30211st, vertical surface 3022, bitumen layer 303, downstream pH-static method 303, Curtain 4, seepage proof curtain I 401, antiseepage
Curtain II 402, seepage proof curtain III 403.
Embodiment
With reference to embodiment, the invention will be further described, but should not be construed the above-mentioned subject area of the present invention only
It is limited to following embodiments.Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and used
With means, various replacements and change are made, all should be included within the scope of the present invention.
Embodiment 1：
The present embodiment discloses a kind of asphalt concrete core dam and the combination dam type of concrete gravity dam, including pitch coagulation
Native core-wall monolith 1 and concrete gravity monolith 2, and linking asphalt concrete core dam section 1 and concrete gravity monolith 2 are mixed
Coagulate native transition monolith 3.
Referring to Fig. 2, in the present embodiment, it is deep that the asphalt concrete core dam section 1 covers Dam Site Riverbed
Region.Referring to Fig. 3, the asphalt concrete core dam section 1 be followed successively by from upstream side to downstream upstream rockfill area 101, on
Swim transition region 102, asphaltic concrete core wall area 103, downstream transition area 104 and downstream rockfill area 105.The bituminous concrete heart
Wall area 103 includes asphaltic concrete core wall 1031 and concrete pedestal 1032.The asphaltic concrete core wall 101 is arranged on coagulation
On soil matrix seat 102.The bottom of the concrete pedestal 102 is provided with the grade coating leakage preventing structure of seepage proof curtain I 401.On described
Trip transition region 102 is arranged on the upstream side in asphaltic concrete core wall area 103.The downstream transition area 104 is arranged on pitch coagulation
The downstream in native core-wall area 103.The upstream transition area 102 and downstream transition area 104 are tight with asphaltic concrete core wall area 103
Patch.The upstream transition area 102, downstream transition area 104 and asphaltic concrete core wall area 103 are highly equal.The upstream enrockment
Area 101 is arranged on the upstream side in upstream transition area 102.The downstream rockfill area 105 is arranged on the downstream in downstream transition area 104
Side.It is close to upstream transition area 102 the upstream rockfill area 101.It is close to downstream transition area 104 the downstream rockfill area 105.
The upstream face of the upstream rockfill area 101 and downstream rockfill area 105 is inclined-plane, and back side is vertical plane.
Referring to Fig. 2, in the present embodiment, the concrete gravity monolith 2 be located at that riverbed rock bearing capacity is high and buried depth not
Big region.Referring to Fig. 4, the overall rectangular triangle of the fundamental profile of the concrete gravity monolith 2.The concrete gravity
The upstream side of monolith 2 is vertical plane, and downstream is inclined-plane.The crest elevation of the concrete gravity monolith 2 is equal to pitch coagulation
The crest elevation of native core-wall monolith 1.The bottom of the concrete gravity monolith 2 is the rock foundation of medium weathering, is set in ground
Be equipped with Yokogawa to seepage proof curtain II 402.
Referring to Fig. 2, in the present embodiment, the concrete transition monolith 3 be located at that riverbed rock bearing capacity is high and buried depth not
Big region.The concrete transition monolith 3 is followed successively by upstream pH-static method 301 from upstream side to downstream, centre is bowed tiltedly
Formula gravity dam 302 and downstream pH-static method 303.The upstream side of inclined gravity dam 302 is bowed in the centre and upstream load retaining wall is kept off
The downstream side contacts of wall 301, downstream and the upstream side contacts of downstream pH-static method 303.
Referring to Fig. 1, the wall back of the body of the upstream pH-static method 301 mutually has a common boundary with upstream rockfill area 101.The upstream weighing apparatus
Weight formula barricade 301 is used for supporting and retaining system upstream rockfill area 101, to maintain the lateral stability of upstream rockfill area 101 and limit its lateral change
Shape.The bottom surface of the upstream pH-static method 301 is located on medium weathering rock foundation, elevation of top surface and asphaltic concrete core wall
The upstream dam slope face of monolith 1 is concordant.Referring to Fig. 5 and Fig. 6, from upstream toward downstream direction, the height of the upstream pH-static method 301
Degree gradually increases, and thickness gradually increases.The upstream pH-static method 301 stitches provided with vertical stratification.
The wall back of the body of the downstream pH-static method 303 mutually has a common boundary with downstream rockfill area 105.The downstream pH-static method
303 are used for supporting and retaining system downstream rockfill area 105, to maintain the lateral stability of downstream rockfill area 105 and limit its lateral deformation.Under described
The bottom surface of trip pH-static method 303 is located on medium weathering rock foundation, under elevation of top surface and asphalt concrete core dam section 1
It is concordant to swim dam slope face.From upstream toward downstream direction, the height of the downstream pH-static method 303 gradually reduces, and thickness gradually subtracts
It is small.Vertical stratification seam is provided with the downstream pH-static method 303.
Referring to Fig. 1, the centre is bowed bow inclined-plane 3021 and upstream transition area 102, the bituminous concrete of inclined gravity dam 302
Core-wall area 103 and downstream transition area 104 contact, and vertical surface 3022 contacts with concrete gravity monolith 2.It is described to bow referring to Fig. 7
The U-type groove 30211 arranged along bevel direction is provided with inclined-plane 3021.The width of the U-type groove 30211 is not less than pitch coagulation
The thickness in native core-wall area 103, depth are more than 50cm.The asphaltic concrete core wall area 103 from asphalt concrete core dam section 1 to
Centre is bowed, and the dam body of inclined gravity dam 302 is interior to be extended and in embedded U-type groove 30211, end face and the U-type groove 30211 of embedded part
The bitumen layer 303 being provided between bottom land.The thickness of the bitumen layer 303 is 20~30cm.Electricity is embedded with the bitumen layer 303
Heat reinforcing bar.It can melt the insertion U-type groove 30211 of pitch elimination asphaltic concrete core wall area 103 by heating electric heating reinforcing bar
Point with the various cracks of the middle contact area of inclined gravity dam 302 of bowing or sand holes etc..The vertical surface 3022 and concrete gravity
The seam crossing of monolith 2 is filled with sealing material.The centre bow inclined gravity dam 302 bottom for medium weathering rock
Base, be provided with ground Yokogawa to seepage proof curtain III 403.
Referring to Fig. 1, the seepage proof curtain I 401, seepage proof curtain II 402 and seepage proof curtain III 403 are connected to each other as a whole,
Collectively form Curtain 4.
What deserves to be explained is the specific constructive form of the upstream pH-static method 301 and downstream pH-static method 303 and
Physical dimension is calculated according to requirements such as the stress condition of barricade, stability and intensity and determined.The flood discharge of concrete gravity monolith 2
Building can be selected according to actual conditions to be set flood discharge downflow weir in dam crest and/or flood discharge hole is set on dam body.
The present embodiment provides the advantages of combination dam type can give full play to two kinds of traditional dam types, avoids the shortcomings that respective, significantly
Asphalt concrete core dam and the scope of application of concrete gravity dam are expanded.
Embodiment 2：
The present embodiment discloses a kind of on the combined dam of asphalt concrete core dam and concrete gravity dam described in embodiment 1
The method of construction of type, comprises the following steps：
1) water conservancy diversion according to design, scheme of river closure, the parallel works for Dam Site of constructing and the facility that dams, and to river valley
Table, subsurface flow are dammed and water conservancy diversion.
2) construction lofting, according to parameters such as the dam foundation foundation trench position of design and physical dimensions, reinforcing side slope, excavation pitch mix
Coagulate the dam foundation foundation trench of native core-wall monolith 1, the dam foundation foundation trench of excavation concrete transition monolith 3 and mixed excavate and coagulate native gravity monolith 2
Dam foundation foundation trench.
3) dam structure according to design, it is synchronous to carry out or carry out concrete transition monolith 3 and concrete gravity dam respectively
The construction of section 2.
4) dam structure according to design, the construction of asphalt concrete core dam section 1 is carried out.
Claims (7)
1. the combination dam type of a kind of asphalt concrete core dam and concrete gravity dam, it is characterised in that including bituminous concrete
Core-wall monolith (1) and concrete gravity monolith (2), and linking asphalt concrete core dam section (1) and concrete gravity monolith
(2) concrete transition monolith (3)；
The asphalt concrete core dam section (1) is followed successively by upstream rockfill area (101), upstream transition area from upstream side to downstream
(102), asphaltic concrete core wall area (103), downstream transition area (104) and downstream rockfill area (105)；The bituminous concrete heart
Wall area (103) includes asphaltic concrete core wall (1031) and concrete pedestal (1032)；The asphaltic concrete core wall (101) sets
Put on concrete pedestal (102)；The bottom of the concrete pedestal (102) is provided with seepage proof curtain I (401)；
The overall rectangular triangle of the fundamental profile of the concrete gravity monolith (2)；The ground of the concrete gravity monolith (2)
Be provided with base Yokogawa to seepage proof curtain II (402)；
The concrete transition monolith (3) is followed successively by upstream pH-static method (301) from upstream side to downstream, centre is bowed inclined
Gravity dam (302) and downstream pH-static method (303)；
The wall back of the body of the upstream pH-static method (301) mutually has a common boundary with upstream rockfill area (101)；The downstream pH-static method
(303) the wall back of the body mutually has a common boundary with downstream rockfill area (105)；
The centre is bowed inclined-plane of bowing (3021) and upstream transition area (102), the asphaltic concrete core wall area of inclined gravity dam (302)
(103) and downstream transition area (104) contact, vertical surface (3022) contact with concrete gravity monolith (2).The inclined-plane of bowing
(3021) vertical U-type groove (30211) is provided with；In the embedded U-type groove (30211) of the asphaltic concrete core wall area (103)；Institute
State centre bow inclined gravity dam (302) ground in be provided with Yokogawa to seepage proof curtain III (403)；
The seepage proof curtain I (401), seepage proof curtain II (402) and seepage proof curtain III (403) are connected to each other as a whole, common structure
Into Curtain (4).
2. the combination dam type of a kind of asphalt concrete core dam according to claim 1 and concrete gravity dam, its feature
It is：The concrete gravity monolith (2) is provided with flood discharge downflow weir in dam crest.
3. the combination dam type of a kind of asphalt concrete core dam according to claim 1 and concrete gravity dam, its feature
It is：Flood discharge hole is provided with the dam body of the concrete gravity monolith (2).
4. the combination dam type of a kind of asphalt concrete core dam according to claim 1 and concrete gravity dam, its feature
It is：The thickness of the width of the U-type groove (30211) >=asphaltic concrete core wall area (103), depth ＞ 50cm.
5. the combination dam type of a kind of asphalt concrete core dam according to claim 1 and concrete gravity dam, its feature
It is：The end face of embedded U-type groove (30211) part of the asphaltic concrete core wall area (103) and the bottom land of U-type groove (30211)
Between be provided with bitumen layer (303)；The vertical surface (3022) and the seam crossing of concrete gravity monolith (2) are filled with sealing material
Material.
6. the combination dam type of a kind of asphalt concrete core dam according to claim 1 and concrete gravity dam, its feature
It is：From upstream toward downstream direction, the height of the upstream pH-static method (301) gradually increases, and thickness gradually increases；From upper
Downstream, the height of the downstream pH-static method (303) is gradually reduced, and thickness is gradually reduced for trip.
A kind of 7. construction side on asphalt concrete core dam described in claim 1 and the combination dam type of concrete gravity dam
Method, it is characterised in that comprise the following steps：
1) water conservancy diversion according to design, scheme of river closure, the parallel works for Dam Site of constructing and dam facility, and to river valley earth's surface,
Lower current are dammed and water conservancy diversion；
2) construction lofting, according to parameters such as the dam foundation foundation trench position of design and physical dimensions, the dam foundation is excavated；
3) dam structure according to design, it is synchronous to carry out or carry out concrete transition monolith (3) and concrete gravity monolith respectively
(2) construction；
4) dam structure according to design, the construction of asphalt concrete core dam section (1) is carried out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710709221.XA CN107338770B (en) | 2017-08-17 | 2017-08-17 | Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710709221.XA CN107338770B (en) | 2017-08-17 | 2017-08-17 | Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof |
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| Publication Number | Publication Date |
|---|---|
| CN107338770A true CN107338770A (en) | 2017-11-10 |
| CN107338770B CN107338770B (en) | 2020-05-01 |
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| CN201710709221.XA Active CN107338770B (en) | 2017-08-17 | 2017-08-17 | Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111395267A (en) * | 2020-04-24 | 2020-07-10 | 中水北方勘测设计研究有限责任公司 | Core wall rock-fill dam |
| CN113106931A (en) * | 2021-04-23 | 2021-07-13 | 中水北方勘测设计研究有限责任公司 | Core wall dam that can be under construction fast |
| CN117216849A (en) * | 2023-09-13 | 2023-12-12 | 大连理工大学 | Design method of impervious wall structure for reducing tensile stress of impervious wall of soil core wall rock-fill dam on deep coverage layer |
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| CN104099903A (en) * | 2014-07-10 | 2014-10-15 | 中国电建集团西北勘测设计研究院有限公司 | High-base asphalt concrete core wall dam |
| 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 |
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| CN101974894A (en) * | 2010-08-23 | 2011-02-16 | 清华大学 | Combined dam |
| CN104099903A (en) * | 2014-07-10 | 2014-10-15 | 中国电建集团西北勘测设计研究院有限公司 | High-base asphalt concrete core wall dam |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111395267A (en) * | 2020-04-24 | 2020-07-10 | 中水北方勘测设计研究有限责任公司 | Core wall rock-fill dam |
| CN113106931A (en) * | 2021-04-23 | 2021-07-13 | 中水北方勘测设计研究有限责任公司 | Core wall dam that can be under construction fast |
| CN117216849A (en) * | 2023-09-13 | 2023-12-12 | 大连理工大学 | Design method of impervious wall structure for reducing tensile stress of impervious wall of soil core wall rock-fill dam on deep coverage layer |
| CN117216849B (en) * | 2023-09-13 | 2024-06-11 | 大连理工大学 | Design method of impervious wall structure for reducing tensile stress of impervious wall of soil core wall rock-fill dam on deep coverage layer |
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| Publication number | Publication date |
|---|---|
| CN107338770B (en) | 2020-05-01 |
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