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\title{The Algerian Experience in the Waterproofness of the Bituminous Concrete Masks Advantages and Inconveniences}
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             \author[1]{Bounaadja  Zoulikha}

             \author[2]{Dr.Lakhdar  Djemili}

             \author[3]{Pr. Houichi  Larbi}

             \affil[1]{  Badji Mokhtar University - Annaba - Algeria.}

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\date{\small \em Received: 14 December 2013 Accepted: 1 January 2014 Published: 15 January 2014}

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\begin{abstract}
        


The experience of the use of bituminous concrete upstream facing is presented in Algeria in the four big dams: Ghrib (1926-1938), Bouhnifia (1930-1941), Sarno (1947-1954) and Ighil Emda, The problem posed in the aroused dams is especially delicate because of the instability of the mask which could become precarious to the temperature. Therefore it was covered with a thermal protection, which demands a periodic renovation. This solution was very expensive. To avoid these costs, one tried to test the stability of the mask without the thermal protection. One prepared a reduced sample of the mask of bouhnifia dam. Then, one put this sample on an inclined facing of 1/1 (slope of the dam); and maintained it in an oven during more than 48 hours under a temperature of 70 C°. This experience permitted to determine that the sample kept its initial shape. The gotten results confirmed that the mask of the Bouhnifia dam can resist the action of the temperature without the necessity of the thermal protection.

\end{abstract}


\keywords{dam, water barrier, upstream mask, bitumen, bituminous concrete.}

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\let\tabcellsep& 	 	 		 
\section[{Introduction}]{Introduction}\par
bituminous concrete face has been historically a real alternative solution as a water barrier for embankment dam and for other hydraulic works. Baron Van Asbeck reported the oldest known dam with a sort of primitive bituminous concrete facing to be ASSURE, constructed circa 1300 years BC in Mesopotamia. That is most significant, because it gives testimony to the antiquity of the design concept. Modern construction using bituminous concrete facings starts with CENTRAL dam built in the United States in 1910. In the last sixty years more than 300 dams of height of 30 m and reservoirs of height more 15m; their water barrier were assured by the bituminous concrete. \hyperref[b0]{[1]} The continuous progress in conceptions about the construction of masks of this type led us to proceed a study about its characteristics. And to do this, we took the Bouhanifia dam as a model for this study.\par
The bituminous concrete mask was the water barrier system of Bouhnifia dam "Algeria". It was applied on the upstream slope \hyperref[b1]{[2]}\hyperref[b2]{[3]}. The mask risked to be unstable because of the effect of sunlight temperatures which can reach (65°C). So, it was covered with a thermal protection, this last is also constituted by a layer of cement concrete of 10 cm thick, armed with a fencing wire of galvanized steel, This layer must be continuously renovated because of cracking. So, the necessity of the renovation of the protective layer influenced on the total cost of the project.\par
The present work, on the one hand exposes a presentation of the aroused dams, and it is also an analyzed study including an approved results to avoid the setting up of two layers (sealing layer and thermal protective layer) and to minimize the costs of realization. So we studied the mechanical and physical behavior of a reduced sample of the mask seal of the Bouhnifia dam under a temperature of (+ 65 °C) without thermal protection. 
\section[{II.}]{II.} 
\section[{General Presentation of dams a) Ghrib Dam}]{General Presentation of dams a) Ghrib Dam}\par
The Ghrib dam is situated on the upper course of Oued Chélif. It accumulates waters of the upper pond with the aim of the irrigation of plains situated in downstream and additionally of the production of the electrical energy. The work is constituted by a dike of fastened rockfill.\par
Built between 1926 and 1938; the dam of Ghrib was the first work in rockfill realized with an upstream mask in bituminous concrete. This mask performed suitably its role of supple water barrier, in spite of the disappearance of its thermal protection of porous concrete in 1952.  
\section[{d) Bouhnifia dam}]{d) Bouhnifia dam}\par
The dam Bouhanifia is built between 1930 and 1941 on Oued Elmmam which takes its source in the mounts of Daia and ends in the swamps of Macta. It is about a work in rockfills with upstream mask in bituminous concrete, widely inspired by the dam of Ghrib. The mask assures without failure its role of the water barrier. \hyperref[b2]{[3]}\hyperref[b3]{[4]} (Figure  {\ref 1})\par
The watershed of the dam has a surface of 7,850 km2 and the annual average flow of the Oued reaches 110.106 m 3 . 
\section[{i. Features of the dam}]{i. Features of the dam}\par
The main features of the dam and the structure of the bituminous concrete facing are given respectively in (Figure  {\ref 2 and 3}). 
\section[{III.}]{III.} 
\section[{Study of the Mechanical and Physical Behavior of Impervious Facing System of Bouhnifia Dam in}]{Study of the Mechanical and Physical Behavior of Impervious Facing System of Bouhnifia Dam in}\par
Absence of the Thermal Protection\par
The study of the composition of a bituminous concrete mask consists of choosing among the economically available materials: aggregates with big elements, thin elements, filler as well as a quantity of bitumen to constitute a steady and impervious material after compaction (Table \hyperref[tab_0]{1}). For that to make, it is necessary to determine a correct grading composition in order to reduce to the minimum the percentage of the voids in the compacted mixture to dry Figure  {\ref 4}. The voids must be filled of bitumen to achieve the imposed limits of practical considerations, a specific weight as high as possible \hyperref[b4]{[5]}. a) Formulation of the bituminous concrete i. Features of the used materials -Coarse Aggregations: We call big aggregations all aggregates retained on the sieve N 10. These aggregates are constituted by rolled gravel, stones or milkmen ground.\par
-Fine Aggregates: We call by fine aggregates all the aggregates passing in the sieve n°10 and retained to the sieve N 200. These aggregates are constituted by natural sand or crushing or by a mixture of these two materials.\par
-Filler: We call filler all materials passing in the sieve °200 and constituted by dry chalky fine grains, or cement, or by all other fine and inert material.\par
-The aggregations must not be dismayed by the bad weather, to be not frost-susceptible, clean and exempt of dusts in excessive quantity, of homogeneous quality and must not include more than 5\% of elementary flat; they must possess a good affinity for the bitumen \hyperref[b0]{[1]}. The physical characteristics of the aggregates are given in Table \hyperref[tab_1]{2} -Bitumen: The bitumen is gotten by refinement of oils. They must be of homogeneous composition, exempt of water, and must be in conformity with some specifications. The used bitumen is characterized by: The penetration index and Softening point (Table \hyperref[tab_1]{2})\par
In view of the previous study of searching the best composition to adopt for the confection of the recommended spoiled, One determines:\par
The apparent density; the percentage of the voids occupied by the air; the percentage of the voids of the aggregations and the percentage of the voids occupied by the bitumen \hyperref[b5]{[6]}. a) Mixing and preparation of the samples ? We weigh successively the fixed quantities of different composing aggregates, these quantities must be calculated for a spoiled from 1000 to 1200 g, (binder not included). ? We carry the container and its content in an oven adjusted in 140° C during one hour. In another container, we put the quantity of the binder; we heat it to a temperature between 140 °C and 160 °C during 30 to 45 minutes in order to confer it to the necessary fluidity of the coating without attending the temperature where the spraying of oils would become excessive. ? Immediately retired from the oven, the aggregations are poured in the binder's container. We add the filler, which doesn't need to be heated, but it must be dry. The mixture is introduced in a normalized mixer and it is homogenized during 30 minutes. ? We fill the molds, while packing every time with the spoon; we adjust the full cylinder and we carry it all between the trays of press. The samples are compacted by 50 strokes. For the aim of letting the samples cool, it is kept during 24 hours in the ambient temperature. ? We measure to the slide gauge, to the 1/10 of mm meadows the diameters and the heights of the samples and we weigh them at 0.5g meadows.\par
(Figure  {\ref 4}) b) Determinations of the properties of the bituminous Mixing "samples"\par
After verification of the features of the formulated bituminous concrete, we undertook the following tests: The compression resistance; the percentage of imbibition; the percentage of inflation; the stability following Marshall after immersion during 14 days; the permeability and the stability on the slope. . ? ? ? ? ? ? ? ? ? o o h V V V (2)\par
In which:\par
V O and Vh: are respectively the volumes of the samples before and after the immersion during 28 days. 
\section[{iv. Stability following Marshall after immersion during 14 days}]{iv. Stability following Marshall after immersion during 14 days}\par
The stability of the samples is determined after 14 days of conservation under water to the ambient temperature with the Marshall device (Figure  {\ref 5}). 
\section[{v. Permeability}]{v. Permeability}\par
The seal is the fundamental quality of a mask; all samples have been tested under a water pressure of 6 kg. They are all stayed sealed after 24 hours of contact. The value of the favorite permeability must be lower to the recommended value of 5.10 -8 cm/s \hyperref[b1]{[2]}\hyperref[b2]{[3]}\hyperref[b3]{[4]}\hyperref[b4]{[5]}.\par
The coefficient of permeability is calculated with the following relation:f h l q s cm K × × = ) / (\textbf{(3)}\par
In which : q: debit of flight of (cm 3 /s), l: the thickness of the plate of (cm), h: pressure of (cm) of water, measured since the lower face of the plate,, f: surface of the sample of (cm²). 
\section[{vi. Verification of the stability on the slope}]{vi. Verification of the stability on the slope}\par
To verify the stability of the bituminous coatings put on slope, some samples put on an inclined support of 1/1 (slope of the Bouhanifia dam) (Figure  {\ref 6}), and placed in an oven during 48 hours under a temperature of 70°C, the samples must distort during the test \hyperref[b4]{[5]}\hyperref[b5]{[6]}\hyperref[b6]{[7]}.\par
The results of the tests are presented in Table \hyperref[tab_2]{3}. 
\section[{IV.}]{IV.} 
\section[{Results and Discussion}]{Results and Discussion}\par
According to the (figure  {\ref 4}) we noticed that the grading curve of the mixture was registered in the recommended spindle which gave us a correct composition and allowed to reduce the percentage of the voids in the mixture, this last was the most important characteristic in the bituminous concrete, because it assured its permeability and durability. It also protected the bituminous concrete from the outside effects, that's why we gave a lot of importance for that characteristic (one tried to reduce to the maximum the percentage of the voids occupied by air). The advisable value was between (1, 5\% and 2, 3\%). For our case one found 1.75 which is in the norms.\par
For the percentage of the voids between the grains, the advisable value must be superior to (16-19) \% and lower to 22\%. According to the Table \hyperref[tab_2]{3}, we noticed that the percentage 21.68\% respected the advisable norms. Following the found results, one noticed that all securities levels were in the norms and in the limits of the advisable securities.\par
Finally, concerning the verification of the stability of the samples on the tilted slope, which is the purpose of this research we found that, After the 48 hours of conservation, the samples kept their initial shapes which allowed us to determine that the bituminous concrete facing resisted indeed the elevated temperatures without risking of deforming. (Figure  {\ref 6}).\par
V. 
\section[{Conclusion}]{Conclusion}\par
The gotten results and observations during the exploitation of the four Algerians dams with bituminous concrete masks are: ? Excellent holding of the upstream mask, which followed the massif deformations without losing its qualities, in spite of the slope equals 1/1 and temperatures reach 60-70 ° C. ? Competitive cost price: the mask of Ghrib cost only 1/100th of the cost of the work, that of the Ighil Emda 5/100th. These costs are lower than those of an impervious core or concrete face, taking into account local circumstances.\par
The bituminous concrete mask is certainly the easiest and the most economical solution that can be designed for perfect sealing of embenkement dams. The complete coating as it was executed in Bouhnifia dam doesn't present hundredth part of the cost of the work, however one takes into account the significant costs of developing the method and the high construction costs of special equipment.\par
The major problem of such type of masks is the surface temperature due to solar radiation, according to the conducted tests and the obtained results; we can say that the bituminous concrete mask of Bouhnifia dam resists one to one temperature (70 ° C) in spite of the absence of the thermal protection.   
\section[{VI.}]{VI.} 
\section[{J}]{J}\par
Cross the mask Bouhnifia dam    
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\caption{\label{fig_1}}\end{figure}
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\noindent\textbf{36}\includegraphics[]{image-4.png}
\caption{\label{fig_3}Figure 3 : 6 J}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{41}\includegraphics[]{image-5.png}
\caption{\label{fig_4}Figure 4 :Legends 1 -}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{46}\includegraphics[]{image-6.png}
\caption{\label{fig_5}Figure 4 :Figure 6 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1} \par 
\begin{longtable}{P{0.14366197183098592\textwidth}P{0.39107981220657273\textwidth}P{0.3152582159624413\textwidth}}
\tabcellsep Bouhanifia dam\tabcellsep \\
Grain\tabcellsep (mm)\tabcellsep percent (\%)\\
diameter\tabcellsep \tabcellsep \\
\tabcellsep 18/25\tabcellsep 20.54\\
Gravel\tabcellsep 12/18\tabcellsep 14.65\\
\tabcellsep 5/12\tabcellsep 19.96\\
\tabcellsep 2.5/5\tabcellsep 6.75\\
\tabcellsep 0.63/2.50\tabcellsep 10.17\\
Sand\tabcellsep 0.28/0.63 0.1/0.28\tabcellsep 13.90 4.28\\
Filler\tabcellsep Smaller than 0.1\tabcellsep 9.75\\
Bitumen\tabcellsep Penetration 80/100\tabcellsep 8\% by weigh of dry materials\end{longtable} \par
 
\caption{\label{tab_0}Table 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2} \par 
\begin{longtable}{P{0.2300751879699248\textwidth}P{0.4473684210526315\textwidth}P{0.1725563909774436\textwidth}}
\tabcellsep bitumen\tabcellsep \\
Number of\tabcellsep Specific gravity\tabcellsep Sand Equivalent\\
samples\tabcellsep (t/m 3 )\tabcellsep (\%)\\
03\tabcellsep 2.66\tabcellsep 77.33\\
Number of\tabcellsep \multicolumn{2}{l}{Index penetration Softening point}\\
samples\tabcellsep \tabcellsep \\
03\tabcellsep 84\tabcellsep 51°\end{longtable} \par
 
\caption{\label{tab_1}Table 2 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{3} \par 
\begin{longtable}{P{0.5692949907235622\textwidth}P{0.1277365491651206\textwidth}P{0.15296846011131726\textwidth}}
Studied characteristics\tabcellsep Mean obtained values\tabcellsep Recommended values\\
Density (g/cm 3 )\tabcellsep 2.39\tabcellsep Maximal\\
Creep (mm)\tabcellsep 2.72\tabcellsep ? 8.0\\
Stability (KN)\tabcellsep 8.00\tabcellsep ? 6.0\\
\% Air voids\tabcellsep 1.75\tabcellsep (1.5-2.3)\\
\% Aggregate voids\tabcellsep 21.68\tabcellsep > (16-19) \%\\
Compressive strength R20 (kg/cm2)\tabcellsep 79.62\tabcellsep > 30\\
Compressive strength R50 (kg/cm2)\tabcellsep 19.90\tabcellsep > 15\\
Coefficient of thermal stability K t\tabcellsep 4.00\tabcellsep > 2.5\\
Flexibility coefficient K e\tabcellsep 1.50\tabcellsep < 2.8\\
Imbibition percentage (\%)\tabcellsep 0,39\tabcellsep < 1.50\\
Percentage of swelling Percentage of swelling (\%)\tabcellsep 0.39\tabcellsep < 0.5\\
Marshall stability after immersion 28 days.\tabcellsep 9.50\tabcellsep > 5.4\\
Permeability (cm/s)\tabcellsep 4.10.10 -8\tabcellsep 5.10 -8\end{longtable} \par
  {\small\itshape [Note: © 2014 Global Journals Inc. (US)]} 
\caption{\label{tab_2}Table 3 :}\end{figure}
 			\footnote{© 2014 Global Journals Inc. (US) J} 			\footnote{The Algerian Experience in the Waterproofness of the Bituminous Concrete Masks} 			\footnote{© 2014 Global Journals Inc. (US)} 		 		\backmatter   			 
\subsection[{Acknowledgments}]{Acknowledgments}\par
I address my quick acknowledgment to: the technical Director of the Laboratory of the Public works of Annaba (LTP EST ANNABA), the department of hydraulics and Civil engineering, and to all that brought an efficient help for the preparation of this work, and that they find here our acknowledgments and the expressions of our deep recognition. 			  			  				\begin{bibitemlist}{1}
\bibitem[Cfgb ()]{b2}\label{b2} 	 		\textit{},  		 			Cfgb 		.  	 	 		L'expérience française des masques amont en béton bitumineux. XI ème ICOLD  		1973. p. .  	 
\bibitem[Arrambide and Duriez ()]{b5}\label{b5} 	 		 			J Arrambide 		,  		 			M Duriez 		.  		\textit{Liant routières et enrobés : matériau de protection (platre-agglomérat-bois. Édition du moniteur des travaux publics},  				 (Paris)  		1959.  	 
\bibitem[Cigb ()]{b0}\label{b0} 	 		‘Barrages en remblai avec masque en béton bitumineux’.  		 			Cigb 		.  	 	 		\textit{Bulletin n°}  		1999. 114 p. .  	 
\bibitem[Belbachir et al. ()]{b1}\label{b1} 	 		 			K Belbachir 		,  		 			B Montel 		,  		 			L Chervier 		.  		\textit{Comportement des masques d'étanchéité en béton bitumineux des barrages du Secrétariat d'État à l'Hydraulique Algérien. XIème ICOLD},  				1973. p. .  	 
\bibitem[Berm for listing 248.00m. 10 -Filter. 11 -Drain Bonna. 12 -Pavement. 13 -Filter. 14 -Murette. 15 -Cambre colature of drainage]{b8}\label{b8} 	 		\textit{Berm for listing 248.00m. 10 -Filter. 11 -Drain Bonna. 12 -Pavement. 13 -Filter. 14 -Murette. 15 -Cambre colature of drainage},  		p. 16.  	 
\bibitem[Legends 1 -Hold Normal: 295.00 m. 2 -Mask tight]{b7}\label{b7} 	 		\textit{Legends 1 -Hold Normal: 295.00 m. 2 -Mask tight},  		 	 
\bibitem[Asbeck ()]{b4}\label{b4} 	 		‘London: shell international Petroleum Company’.  		 			Wfv Asbeck 		.  	 	 		\textit{Le bitume dans les travaux hydrauliques. Paris, Dunod. (Bitumen in Hydraulic Engineering)},  				1969.  	 
\bibitem[Vergnieaud and Drouhin ()]{b3}\label{b3} 	 		 			Vergnieaud 		,  		 			Drouhin 		.  		\textit{Barrages du Bakhadda et de Bou-hanifia. Annales institut technique du bâtiment, octobre},  				1936.  	 
\bibitem[Wappro 40 and Werkstandard ()]{b6}\label{b6} 	 		 			Wappro 40 		,  		 			Werkstandard 		.  		\textit{Bitumen in Talsperren bau, Bitumenoese Oberflaechen Dichtuug},  				 (Halle, Germany)  		1973.  	 
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\end{document}
