WO2005035879A1 - Barrages a haubans - Google Patents

Barrages a haubans Download PDF

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Publication number
WO2005035879A1
WO2005035879A1 PCT/BR2004/000150 BR2004000150W WO2005035879A1 WO 2005035879 A1 WO2005035879 A1 WO 2005035879A1 BR 2004000150 W BR2004000150 W BR 2004000150W WO 2005035879 A1 WO2005035879 A1 WO 2005035879A1
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WO
WIPO (PCT)
Prior art keywords
dam
buttresses
concrete
generic
cables
Prior art date
Application number
PCT/BR2004/000150
Other languages
English (en)
Inventor
Ivan Sitya Camargo Xerxes
Roberto Marques Peixoto
Original Assignee
Ivan Sitya Camargo Xerxes
Roberto Marques Peixoto
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Ivan Sitya Camargo Xerxes, Roberto Marques Peixoto filed Critical Ivan Sitya Camargo Xerxes
Publication of WO2005035879A1 publication Critical patent/WO2005035879A1/fr

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Classifications

    • 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

Definitions

  • the present statement relates to the invention of concrete cable stayed dams and their respective methods of construction, to be used for hydroelectric power generation, water supply, irrigation and watercourse regulation.
  • Earth fill dams are the most numerous. Their construction involves the use of materials originating from the excavations required and the use of locally available natural materials, large quantities of soil being moved. Earth fill dams require appurtenant concrete structures to serve as spillways and outlet works. Their principal disadvantage is that during construction or in the operational stage they may be damaged or even destroyed by the erosive action of water should it overtop the dam on account of insufficient spillway or river diversion capacity, the lack of other outlet facilities or operational error.
  • Rock fill dams - Rock fill dams are built with large quantities of rock of all sizes to provide stability. Suitable foundations are rock or compact sand and gravel. Like earth fill dams, rock fill dams require appurtenant concrete structures to serve as spillways and outlet works and are subject to damage or destruction by the overflow of water in case of overtopping. The rock fill mass buckles and may become actively stressed, cracks being opened in the mass itself or in the waterproofing membrane of the upstream facing, a fact that has troubled technicians in this area. Concrete gravity dams - Concrete gravity dams are suitable for sites where there is a reasonably sound rock foundation. They need large concrete masses to resist water pressure and hence a good deal of time for construction with consequently increased costs.
  • Concrete arch dams - Concrete arch dams are suitable for narrow gorges and wherever the foundation at the abutments is solid rock capable of resisting arch thrust. They are the most economical existing dams, since they make full use of the resistance of concrete to compression although their formworks are more expensive, mainly when the arch has a double curve. Sites satisfying these conditions are rarely found nowadays. Concrete buttress dams - Buttressed dams are built with reinforced concrete on good rock foundations. They require about 30% to 40% less concrete than solid gravity dams, but the increased formworks and reinforcement steel usually offset the savings in concrete. SUMMARY OF THE INVENTION
  • the dams constituting the subject of this invention are small dams in which a large part of the water pressure is absorbed by generic stays upstream made up of steel cables, bundles of steel strands, cables of composite carbon fibres, polymer fibres, or the like anchored in reinforced concrete buttresses and pylons or reinforced concrete blocks upstream pinned with tie rods to the foundation rock.
  • the upstream water retaining element may be composed of reinforced concrete slabs, vertical reinforced concrete arches and a reinforced concrete wall in dams of less height without buttresses.
  • the construction of cable stayed dams uses considerably smaller quantities of materials than traditional methods. Consequently it is less harmful to the environment and construction time is shorter, offering a feasible technical and economic solution in those cases in which it is applicable.
  • FIG. 1 is a top diagram view of a generic cable stayed concrete buttress dam
  • Fig. 2 shows the vertical section A-A of buttress 5 of the dam appearing in Figure 1;
  • FIG. 3 shows the vertical section B-B of spillway 13 of the dam appearing in Figure 1;
  • Fig. 4 is a top diagram view of a generic cable stayed concrete multiple arch dam
  • Fig. 5 shows the vertical section C-C of buttress 5 of the dam appearing in Figure 4
  • Fig. 6 shows the vertical section D-D of spillway 13 of the dam appearing in Figure 4;
  • Fig. 7 is a top diagram view of a generic cable stayed concrete dam
  • Fig. 8 shows the vertical section E-E of concrete wall 36 of the dam appearing in Figure 7;
  • Fig. 9 shows the vertical section F-F of buttress 25 of the spillway 13 of the dam appearing in Figure 7;
  • Fig. 10 is a top diagram view of a generic cable stayed concrete buttress dam similar to that appearing in Figure 10;
  • Fig. 11 shows the vertical section G-G of buttress 5 of the dam appearing in Figure 10;
  • Fig. 12 shows the vertical section H-H of spillway 13 of the dam appearing in Figure 10.
  • Figure 1 shows a schematic view from above of the generic reinforced concrete cable stayed dam formed by buttresses 5 and by slabs 6, with spillway 13 in the centre formed by buttresses 25 at the ends, by buttresses 27 and by slabs 26 in the body of spillway 13.
  • a large part of the water pressure from lake 32 is absorbed by generic stay cables 16 made up of steel cables, bundles of steel strands, composite cables of carbon fibres, polymer fibres or the like anchored upstream to buttresses 5, 25, and 27 and to reinforced concrete blocks 17, anchored to rock 2 by tie rods 12, not shown in the figure.
  • FIG. 1 shows the vertical section A-A of buttress 5 of the dam appearing in figure 1 with maximum water level MWL.
  • Buttress 5 and slab 6 are restrained at the direct foundation or at cutoff wall 30, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream by tie rods 12.
  • Stay cable 16 is pinned upstream to buttress 5 by adjustable anchorage 34 and to concrete block 17 by fixed replaceable anchorage 35.
  • FIG. 17 Concrete block 17 is anchored to rock 2 by tie rods 12.
  • Wind-bracing stay cable 23 is pinned downstream to the upper part of buttress 5 by fixed anchorage 35 and to pylon 20, shown in figure 1, by adjustable anchorage 34.
  • Figure 2 also shows a wind-bracing alternative for a dam of lower height with reinforced concrete support 10, which encases stay cables 16 upstream, downstream stay cables 23 shown in figure 1 being eliminated in this case.
  • Figure 3 shows the vertical section B-B of spillway 13 of the dam appearing in figure 1 with maximum water level MWL and normal water retaining level NWL. Buttresses-27 and 25, seen in side view, and slab 26 are restrained at the direct foundation or at cutoff wall 30, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream by tie rods 12.
  • stay cable 16 is pinned upstream to buttress 27 by adjustable anchorage 34 and to concrete block 17 by fixed replaceable anchorage 35. Concrete block 17 is anchored to rock 2 by tie rod 12. Adjustable anchorage 34 of stay cable 16, not shown in the figure, is seen on buttress 25.
  • Figure 4 shows a schematic view from above of the generic reinforced concrete cable stayed dam formed by buttresses 5 and by vertical cylindrical arches 31, with spillway 13 in the centre formed by buttresses 25 and by vertical cylindrical arches 37.
  • a large part of the water pressure from lake 32 is absorbed by generic stay cables 16 formed of steel cables, bundles of steel strands, composite cables of carbon fibres, polymer fibres or the like anchored upstream to buttresses 5 and 25 and to reinforced concrete blocks 17 anchored to rock 2 with tie rods 12, not shown in the figure.
  • Figure 5 shows the vertical section C-C of buttress 5 of the dam appearing in figure 4 with maximum water level MWL.
  • Buttress 5 and vertical cylindrical arch 31 are restrained at the direct foundation or at cutoff wall 30, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream by tie rods 12.
  • Stay cable 16 is pinned upstream to buttress 5 by adjustable anchorage 34 and to concrete block 17 by fixed replaceable anchorage 35.
  • Concrete block 17 is anchored to rock 2 by tie rods 12.
  • Figure 6 shows the vertical section D-D of spillway 13 of the dam appearing in figure 4 with maximum water level MWL and normal water retaining level NWL.
  • Buttress 25 and vertical cylindrical arch 37 are restrained at the direct foundation or at cutoff wall 30, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream by tie rods 12.
  • Stay cable 16 is pinned upstream to buttress 25 by adjustable anchorage 34 and to concrete block 17 by fixed replaceable anchorage 35.
  • Concrete block 17 is anchored to rock 2 by tie rods 12.
  • Figure 7 shows a schematic view from above of the generic reinforced concrete cable stayed dam formed by wall 36, by spillway 13 in the centre formed by buttresses 25 and by wall 38.
  • a large part of the water pressure from lake 32 is absorbed by generic stay cables 16 formed of steel cables, bundles of steel strands, composite cables of carbon fibres, polymer fibres or the like anchored upstream to wall 36, to buttresses 25, to wall 38 and to reinforced 'concrete blocks 17 anchored to rock 2 by tie rods 12, shown in figure 8.
  • Figure 8 shows the vertical section E-E of reinforced concrete wall 36 of the dam appearing in figure 7 with maximum water level MWL.
  • Wall 36 is restrained at the direct foundation or at cutoff wall 30, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream, by tie rods 12.
  • Stay cable 16 is pinned upstream to wall 36 by adjustable anchorage 34 and to concrete block 17 by fixed replaceable anchorage 35.
  • Concrete block 17 is anchored to rock 2 by tie rods 12.
  • Wind-bracing stay cable 23 is pinned downstream to wall 36 by fixed anchorage 35 and to pylon 20 by adjustable anchorage 34, shown in figure 7.
  • Figure 8 also shows a wind- bracing alternative for a dam of lower height with reinforced concrete support 10, which encases stay cables 16 upstream, pylons 20 and downstream stay cables 23 shown in figure 7 being eliminated in this case.
  • Figure 9 shows the vertical section F-F of buttress 25 of spillway 13 of the dam appearing in figure 7 with maximum water level MWL and normal water retaining level NWL.
  • Buttress 25 and concrete wall 38 are restrained at the direct foundation or at cutoff wall 30-, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream by tie rods 12.
  • Stay cable 16 is pinned upstream to buttress 25 by adjustable anchorage 34 and to concrete block 17 by fixed replaceable anchorage 35. Concrete block 17 is anchored to rock 2 by tie rods 12.
  • Figure 10 shows a schematic view from above of the generic reinforced concrete cable stayed dam formed by buttresses 5 and by slabs 6, with spillway 13 in the centre formed by buttresses 25 at the ends, by buttresses 27 and by slabs 26 in the body of spillway 13.
  • This dam is similar to that appearing in Figure 1, from which it differs by the anchorage upstream of stay cables 16.
  • a large part of the water pressure from lake 32 is absorbed by generic stay cables 16 formed of steel cables, bundles of steel strands, composite cables of carbon fibres, polymer fibres or the like anchored upstream to buttresses 5, 25, and 27 and to pylons 21 on the shores of lake 32, anchored to rock 2 by tie rods 12, shown in the figures 11 and 12.
  • Figure 11 shows the vertical section G-G of buttress 5 of the dam appearing in figure 10 with maximum water level MWL.
  • Buttress 5 and slab 6 are restrained at the direct foundation or at cutoff wall 30, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream by tie rods 12.
  • Stay cable 16 is pinned upstream to buttress 5 by fixed anchorage 35 and to pylon 21 on the shore of lake 32, by adjustable anchorage 34.
  • In buttress 5, at the height of anchorage 35 appears the cross-section of horizontal girder 40, which extends along the dam and is also seen in plane view in figure 10 between buttresses 5 and 25 on both sides of spillway 13.
  • Pylon 21 is anchored to rock 2 by tie rods 12.
  • Wind-bracing stay cable 23 is pinned downstream to the upper part of buttress 5 by fixed anchorage 35 and to pylon 20 on the bank of river 29, shown in figure 1, by adjustable anchorage 34.
  • Figure 12 shows the vertical section H-H of spillway 13 of the dam appearing in figure 10 with maximum water level MWL and normal water retaining level NWL.
  • Buttresses 27 and 25, which appear in side view and slab 26, are restrained at the direct foundation or at cutoff wall 30, which passes through soil layer 1 and is set on rock 2, to which it may be anchored upstream by tie rods 12.
  • Stay cable 16 is pinned upstream to buttress 27 by fixed anchorage 35 and to pylon 21, on the shore of lake 32, by adjustable anchorage 34.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)
  • Revetment (AREA)

Abstract

Cette invention se rapporte à un barrage à haubans en béton renforcé générique, formé par des contreforts (5) et par des dalles (6), avec au centre un déversoir (13) formé par des contreforts (25) aux extrémités, et par des contreforts (27) et des dalles (26) dans le corps du déversoir (13). Une grande partie de la pression d'eau provenant du lac (32) est absorbée par les haubans génériques (16) formés de câbles d'acier, de faisceaux de torons d'acier, de câbles composites de fibres de carbone, de fibres polymères ou similaires ancrés en amont aux contreforts (25 et 27) et aux pylônes (21) sur les rives du lac (32), et ancrés dans la roche (2) par des tirants (12). Lorsque de l'eau du lac (32) doit être évacuée, selon les cas, la pression du vent est absorbée par les haubans (23), en aval du barrage, du même type que les haubans (16), ancrés dans la partie supérieure des contreforts (5) et des pylônes (20), sur les deux berges de la rivière (29), qui sont ancrés dans la roche (2) par des tirants (12).
PCT/BR2004/000150 2003-10-14 2004-08-13 Barrages a haubans WO2005035879A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
BR0304484A BR0304484C1 (pt) 2003-10-14 2003-10-14 Barragens estaiadas
BRPI0304484-0 2003-10-14

Publications (1)

Publication Number Publication Date
WO2005035879A1 true WO2005035879A1 (fr) 2005-04-21

Family

ID=34427406

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/BR2004/000150 WO2005035879A1 (fr) 2003-10-14 2004-08-13 Barrages a haubans

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BR (1) BR0304484C1 (fr)
WO (1) WO2005035879A1 (fr)

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102912769A (zh) * 2012-10-29 2013-02-06 天津大学 拉索支墩钢构坝
CN104005385A (zh) * 2013-02-21 2014-08-27 中国水电顾问集团贵阳勘测设计研究院 拱坝坝肩稳定滑动块体体积面积的确定方法
CN105089016A (zh) * 2015-09-23 2015-11-25 宗泽群 缆绳牵引人字拦水坝
CN106958233A (zh) * 2017-03-21 2017-07-18 中国葛洲坝集团三峡建设工程有限公司 用于浇筑拱坝混凝土的液压自升式悬臂模板施工方法
CN107237236A (zh) * 2017-07-18 2017-10-10 中国水电基础局有限公司 高海拔地区的节能型沥青混凝土制备方法
CN108867571A (zh) * 2018-09-17 2018-11-23 辛振科 斜拉坝
CN114032850A (zh) * 2021-11-05 2022-02-11 中水珠江规划勘测设计有限公司 一种堆石坝坝顶溢洪道的抗滑锚固结构及其施工方法
CN114396025A (zh) * 2022-02-25 2022-04-26 黄河勘测规划设计研究院有限公司 大跨度直升式平面检修闸门的张紧方法

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU924228A1 (ru) * 1980-01-02 1982-04-30 Vnii Gidrotekh СПОСОБ ВОЗВЕДЕНИЯ ГРАВИТАЦИОННОЙ ί ПЛОТИНЫ 1

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU924228A1 (ru) * 1980-01-02 1982-04-30 Vnii Gidrotekh СПОСОБ ВОЗВЕДЕНИЯ ГРАВИТАЦИОННОЙ ί ПЛОТИНЫ 1

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102912769A (zh) * 2012-10-29 2013-02-06 天津大学 拉索支墩钢构坝
CN104005385A (zh) * 2013-02-21 2014-08-27 中国水电顾问集团贵阳勘测设计研究院 拱坝坝肩稳定滑动块体体积面积的确定方法
CN105089016A (zh) * 2015-09-23 2015-11-25 宗泽群 缆绳牵引人字拦水坝
CN106958233A (zh) * 2017-03-21 2017-07-18 中国葛洲坝集团三峡建设工程有限公司 用于浇筑拱坝混凝土的液压自升式悬臂模板施工方法
CN106958233B (zh) * 2017-03-21 2019-01-29 中国葛洲坝集团三峡建设工程有限公司 用于浇筑拱坝混凝土的液压自升式悬臂模板施工方法
CN107237236A (zh) * 2017-07-18 2017-10-10 中国水电基础局有限公司 高海拔地区的节能型沥青混凝土制备方法
CN108867571A (zh) * 2018-09-17 2018-11-23 辛振科 斜拉坝
CN114032850A (zh) * 2021-11-05 2022-02-11 中水珠江规划勘测设计有限公司 一种堆石坝坝顶溢洪道的抗滑锚固结构及其施工方法
CN114396025A (zh) * 2022-02-25 2022-04-26 黄河勘测规划设计研究院有限公司 大跨度直升式平面检修闸门的张紧方法

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BR0304484A (pt) 2005-05-31
BR0304484C1 (pt) 2005-08-09

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