US3811286A - Dam having contoured internal apron - Google Patents

Dam having contoured internal apron Download PDF

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Publication number
US3811286A
US3811286A US00307662A US30766272A US3811286A US 3811286 A US3811286 A US 3811286A US 00307662 A US00307662 A US 00307662A US 30766272 A US30766272 A US 30766272A US 3811286 A US3811286 A US 3811286A
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United States
Prior art keywords
dam
upper portion
core packing
dam according
inclination
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Expired - Lifetime
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US00307662A
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English (en)
Inventor
A Feiner
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Strabag Bau AG
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Strabag Bau AG
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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

Definitions

  • ABSTRACT In a dam comprising an upright core packing providing a sealing apron, upstream and downstream embankments intimately interenga'ged with and supporting the core packing, said embankments having different individual settling rates tending to lessen engagement thereof with the core packing, the improvement which comprises the angle of inclination with respect to the horizontal on the downstream side, being less in the upper portion of the core packing than in the lower portion thereof for counteracting the different settling rates and the tendency thereof to lessen said engagement.
  • the invention relates to earth dams having an internal sealing apron which extends over the entire longitudinal cross section of the dam in the interior thereof.
  • the sealing apron may be composed of a bituminous material and a mineral skeleton of a concrete-like composition of such fineness that it becomes intimately interengaged with the adjacent darn materials on the water side and on the downstream side.
  • transverse movements are initiated by the greater settling movements of the dam material on the water side in comparison with those of the dam material on the downstream side, owing to the water level variations in the impoundment.
  • Bituminous aprons or cut-off walls are disposed perpendicularly within the dam in accordance with the known constructions described above.
  • the perpendicular core wall involves an optimum low consumption of building materials. It is subjected only to slight tensile and bending stresses by the settling movements which take place in the material of the dam.
  • the perpendicular core wall requires, of course, that it be tightly gripped between the dam materials on the downstream side and the water side of the dam to reliably preclude buckling of the core wall under its own weight.
  • the invention is addressed to the problem of preventing the loosening of the grip on the cut-off wall caused by the above-explained loosening up of the materials in, e.g., the upper third of the dam.
  • the single or multiple angling of the cut-off wall results in a convexity vaulting toward the water side of the dam, which offers the special advantage that the cut-off wall will be subjected substantially only to compressive stresses under the pressure of the water.
  • the magnitude of the vertex of this vault is made such, by the selection of the angles of inclination of the tilted sections, that under the anticipated settling movements of the dam materials and under the effect of the. water pressure, it will not become convex or bulge towards the downstream side of the dam.
  • the angle of inclination of the cut-off wall in the upper third of the dam height is generally less than 85 and preferably approximately between 55 and and more preferably 65- 75,-in accordance with another feature of the invention. Such an angle of inclination in this area assures an adequate gripping of thecut-off wall by the downstream dam material and the water side dam material 'due to the weight of the latter, in
  • the distance between the bend of the cut-off wall and the dam crest, in the upper third of the dam height, from the tilt of the invention to the perpendicular or to positions of different inclination shall not be less than 8 12 m even in the case of dam materials having little settling movement. However, to the extent that this is warranted by the geological nature of the foundation,
  • the distance between the bend of the cutoff wall and the dam crest in the upper thirdof the dam height may be the smaller and the angle of inclination of the bend within the above specified limits may be the larger, the smaller the anticipated difference is between the settling movements of the downstream side and the water-side of the dam material;
  • the anticipated settling action of the installed dam material in the dry state (downstream-side of the dam) and that under water (water-side of the dam) may be determined, for instance, by means of the triaxial apparatus'customary in hydraulic engineering; with this apparatus it is possible to apply an desired pressure to material samples in the dry state and saturated with water, to measure the decrease in volume.(settling) occurring per unit time and to determine thereby the difference in settling movement (dry state and wet state).
  • the above data apply to dam heights of more than 30 or 35 meters without upper limit.
  • the angle in the sealing apron in, e.g., the upper third of the dam in accordance with the invention exposes the wall at that point to relatively great flexural tensile and shear stresses whichare caused, especially during the construction of the dam and its first year of operation, by relatively great settling movement in the area of the cut-off wall.
  • the bituminous cut-offwall is so composed, with regard to its mineral granular composition and the bituminous binding agent, that its transverse expansion must be inequilibrium within the lowermost section with the deformation of the bodies sup ⁇ porting it on eith erside, even under the heaviest loads.
  • the deformability (plasticity)- f the cutoff wall corresponding to this high stability is,-in further development of the. invention, increased in the upper area of the dam, especially in the areas where the cut-off wall is tilted and in the area'sof the bends in the cutoff wall. It can be increased by up to about 40 percent relative tothe deformability in the bottom section of the cut-off wall as the angle of inclination diminishes from one tilted section'to the next, because an increasing'percentage of the weight of the plastic cut-off wall is taken up by the down-stream supporting body is diminished accordingly.
  • bitumen type B 45-B 8t The greater deformability of the inclined sections of the cut-off wall and of the bends therein can be achieved very easily, as is known in the asphalt concrete art for example, by the incorporation of a cut-off wall construction material containing a softer type of bitumen and/or having a different aggregate composition, especially in its mortar of bitumen, sand and tillers.
  • bitumen types B 45, B 'y, B 80, B 200, B 300 which in accordance with their characteristic numberof 45, 65, etc. are the softer, the larger their characteristic number is, it is possible to greatly vary the plasticity of the bituminous materials made therewith while maintaining, constant the nature and quantity of the mineral constituents mixed therewith (aggregate, sand and fillers).
  • the plasticity of the building materials may be further varied to a large extent by varying the mineral con stituents.
  • the plasticity of the building materials may be increased by using aggregate in the building material that is round (natural aggregate) rather than sharp-edged (broken) or by admixing with the bitumen a filler that consists of flake-shaped slate powder rather than limestone powder;
  • the bituminous core material may, for instance, have the following composition:
  • this composition is varied as follows in the zone of the bend of the cut-off wall according to the invention to its upper end:
  • bitumen type B 200-8 300 Another means for the absorption of increased flexural tensile stresses and shear stresses, especially in the area of the middle tosuppermost third of the darn height is characterized in accordance with the invention in'that the cut-off wall is made thicker in that area. In this manner its ability to undergo changes of shape can be further increased as required without loss of impermeability. i
  • the cut-off wall of the invention is preferably made by the method disclosed in German Patent 1,170,329 or US. Pat. No. 3,299,642, in which the cut-off wall material and the adjacent dam materials (on the downstream and upstream sides), separated from one another by dividing plates which are moved on the surface along the line of the dam, are poured simultaneously in layers, graded to the same level and, after the dividing plates have passed, are tamped together, the dividing plates being tilted in accordance with the invention at an angle corresponding to the angle of tilt of the cut-off wall in order to produce the tilted sections of the latter, and being set over laterally from one layer to the next by an amount which will provide the cut-off wall cross section with a smooth, stepless shape.
  • the invention is directed to a dam comprising an upright core packing providing a sealing apron, and upstream and downstream embankments intimately interengaged with and supporting the core packing.
  • the embankments have different individual settling rates, and that tends to lessen the engagement of the embankments with the core packing.
  • the invention provides the improvement of making the angle of inclination with respect to the horizontal on the downstream side, less 85 in the upper portion of the core packing than in the lower portion of the core packing for counteracting the different settling rates and the tendency thereof to lessen said engagement.
  • the angle of inclination of the upper portion is about equal to the angle of anticipated movement of the embankments based on the different settling rates.
  • said upper portion is in the upper third of the darn height.
  • At least one further inclined portion below said uppr portion can be provided.
  • Said further inclined portion or .portions have a progressively greater angle or angles of inclination, less than 90, approaching the bottom of the dam.
  • FIG. 2 is a diagrammatic representation of the. building method showing a partial cross section of the dam in the areaof the, bend in the sealing apron or cut-off wall.
  • the dam consists, in accordance with FIG. I, of the dam material on the water side 1, the dam material on the downstream side 2, and the impermeable cut-off wall 3 of bituminous or asphalt concrete which separates thewater-side and downstream-side materials and which extends in the manner of a curtain or apron through the interior of the entire longitudinal cross section of the dam.
  • the upper portion of the cut-off wall approximately in the uppermost third h3 of the dam height, is inclined, in downstream direction as represented in heavylines, the angle of inclination, B, which it forms with the horizontal running approximately in the direction of the transverse movement of the dam material which is indicated by the arrow 4, and which is to be expected to be caused by differences in the settling movements of the upstream and downstream dam materials.
  • the angle of inclination [3 usually amounts to 55 to 75. Below the angle [3 the cut-off wall is bent downward, as represented by the thick line, to the .perpendicular, or, as represented by the broken lines, to one or more tilted sections whose angles of inclination 7, 8, are more than the'angle of inclination B of the tilted section in the uppermost third of the dam height.
  • This configuration results in a vaulting or curvature of the cut-off wall 3 against the water side, i.e., the cut-off wall is convex on the water side, which has the advantage that the cut-off wall will be subjected essentially to only compressive stressed by the water pressure and by the settling move ments of the dam materials.
  • the magnitude of the vertex, V, of the vaulting is made such,'through the selection of the angles of inclination, ,B, 7 and 8, that it will be unable to assume any convexity towards the downstream side of the dam under the anticipated settling movement of the dam materials and the water pressure.
  • the anticipated settling movement can be determined with sufficient accuracy from the settling behavior of the dam materials in the dry state and under water.
  • the deformability of the cut-off wall 3 and of its angled portion K is made greater than its deformability in the lower area Hx by the incorporation of cut-off wall material of greater plasticity at K.
  • the middle portion hz of this area of the cut-off wall is preferably given a greater thickness s2 than the thickness s3 of the upper cut-off wall section and the thickness s1 of the lower cut-off wall section, as indicated in dash-dotted lines in FIG. 1.
  • the greater thickness permits greater deformations in the cut-off wall, without fear of the occurrence of leaks.
  • the dividing plates 5, 5' are moved along the grade with an inclination corresponding to the angles of inclination [3,7 and and from layer c to layer d they are set over by an amount z which assures the stepless profile of the tilted cut-off wall.
  • the thickening s2 of the cut-off wall may be accomplished by increasing the separation between the dividing plates 5, 5.
  • the invention particularly contemplates dams ranging in. height from 35 meters up, without upper limit.
  • a dam comprising an upright core packing providing a sealing apron, upstream and downstream embankments intimately interengaged with and supporting the core packing, said embankments having different individual settling rates tending to lessen engagement thereof with the core packing, the improvement which comprises the angle of inclination with respect to the horizontal on the downstream side, in the upper portion of the core packing being about equal tothe angle of anticipated movement of the embankments based on the different settling rates, for counteracting the different settling rates and the tendency thereof to lessen said engagement.
  • the core packing having a greater thickness in the bend in the core packing resulting from inclination of the upper portion, than the thickness of core packing above and below the bend.
  • the core packing having a greater thickness in the bend in the'core packing resulting frominclination of the upper portion, than the thickness of core packing above and below the bend.
  • the improvement whichcomprises inclining an upperportion of the core packing toward the downstream side of the dam by steps comprising, in forming said upper portion, inclining said plates to correspond with the inclination of said upper portion and shifting the plates laterally from layer to layer to provide said inclined upper portion.
  • the portion of the core packing below said upper portion being perpendicular or included with respect to the horizontal on the downstream side at a greater angle than said upper portion.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Revetment (AREA)
US00307662A 1971-12-08 1972-11-17 Dam having contoured internal apron Expired - Lifetime US3811286A (en)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
DE2160874A DE2160874C3 (de) 1971-12-08 1971-12-08 Bituminöse Kerndichtung in Wasserstaudämmen

Publications (1)

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US3811286A true US3811286A (en) 1974-05-21

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US00307662A Expired - Lifetime US3811286A (en) 1971-12-08 1972-11-17 Dam having contoured internal apron

Country Status (9)

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US (1) US3811286A (fr)
JP (1) JPS5431627B2 (fr)
CA (1) CA960047A (fr)
CH (1) CH563502A5 (fr)
DE (1) DE2160874C3 (fr)
ES (1) ES404342A1 (fr)
FR (1) FR2164151A5 (fr)
GB (1) GB1376225A (fr)
IT (1) IT956521B (fr)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2000034587A1 (fr) * 1998-12-10 2000-06-15 Carpi Tech Italia S.R.L. Remblai de barrage et procede d'impermeabilisation
ES2332085A1 (es) * 2009-06-15 2010-01-25 Universidad Politecnica De Madrid Estabilizador de formas costeras de deposito.

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DD218127A1 (de) * 1983-08-17 1985-01-30 Wasserbau Spezialbau Kom Verfahren zur herstellung senkrechter dichtungsmembranen aus kunststoffolien
DE3608490A1 (de) * 1986-03-14 1987-10-01 Heinrich Weseloh Strassen U Ti Verfahren zur herstellung von dichtwaenden im erdreich mit einer wasserundurchlaessigen erdschicht oder suspension und einrichtung zur durchfuehrung des verfahrens
FR2607164B1 (fr) * 1986-11-25 1989-11-03 Soletanche Ecran d'etancheite et son procede de realisation, et barrage comportant un tel ecran
DE3802086C1 (fr) * 1988-01-25 1989-08-03 Alfred Kunz Gmbh & Co, 8000 Muenchen, De
RU2611805C1 (ru) * 2015-11-24 2017-03-01 Федеральное государственное бюджетное образовательное учреждение высшего образования "Волгоградский государственный технический университет" (ВолгГТУ) Грунтовая плотина, возводимая на слабых основаниях в районах с повышенной сейсмичностью

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1602623A (en) * 1924-09-22 1926-10-12 Fred A Noetzli Dam and method of constructing the same
CH328683A (de) * 1953-04-28 1958-03-31 Loehr Albert Staudamm für Talsperren

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1602623A (en) * 1924-09-22 1926-10-12 Fred A Noetzli Dam and method of constructing the same
CH328683A (de) * 1953-04-28 1958-03-31 Loehr Albert Staudamm für Talsperren

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2000034587A1 (fr) * 1998-12-10 2000-06-15 Carpi Tech Italia S.R.L. Remblai de barrage et procede d'impermeabilisation
US6612779B1 (en) 1998-12-10 2003-09-02 Capri Tech Italia S.R.L. Embankment dam and waterproofing method
HRP20010434B1 (en) * 1998-12-10 2009-02-28 Carpi Tech Italia S.R.L. Embankment dam and waterproofing method
ES2332085A1 (es) * 2009-06-15 2010-01-25 Universidad Politecnica De Madrid Estabilizador de formas costeras de deposito.

Also Published As

Publication number Publication date
DE2160874B2 (de) 1974-04-04
CH563502A5 (fr) 1975-06-30
DE2160874C3 (de) 1980-02-07
GB1376225A (en) 1974-12-04
FR2164151A5 (fr) 1973-07-27
CA960047A (en) 1974-12-31
JPS4864729A (fr) 1973-09-07
JPS5431627B2 (fr) 1979-10-08
ES404342A1 (es) 1975-06-01
IT956521B (it) 1973-10-10
DE2160874A1 (de) 1973-06-14

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