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J. Duhok Univ., Vol.14, No.1 (Pure and Eng. Sciences), Pp 39-51, 2011 Shale rating values obtained were used specifically, to derive parameters for damembankment slope design and their stability, which include an estimate of allowable slope angle for the embankment heights as a function of shale rating, Figure (11). Shale rating was also used to estimate the allowable lift thicknesses when compacted and eventually, to develop the required compaction densities, their relationships are shown in Figure (12). This will help to find out a control procedure for nondurable shale before starting of the major earthwork. Fig (11): Embankment slope angle as a function of embankment height and shale rating. ( modified from Franklin. 1981 ) Fig. (12): Tentative correlations among shale Rating, lift thicknesses and Compacted-shale densities ( modified from Franklin, 1981 ). 04
J. Duhok Univ., Vol.14, No.1 (Pure and Eng. Sciences), Pp 39-51, 2011 04 Sample groups Shale rating A 3, 7, 8 B 2,4,5,12, 13,14 C 1,6,9,10,11 1.35– 1.70 4. 85– 5.80 6. 25– 7. 60 3. ANALYSIS OF RESULTS Table (4): Performance parameters and data results. Embankment height (m) The results of the field work show that the different thicknesses of the dolomitic-limestone beds which are forming the lower part of the Pila Spi Formation at the dam site range from 0.5 to 2 m, decrease upward with some weathered zones intervals. The dip angles of the beds range from 25 to 35 o toward the Southwest, same as the down stream direction, structurally, this type of ,rock with such properties can be considered as a positive aspect for the evaluation of the dam foundation and abutments. The results of the laboratory tests of Pila Spi Dolomitic Limestone samples, listed in Table (1), show that the unconfined compressive strength of the intact rocks ranges from 71.99 to 140.60MPa which can be classified as medium to high in strength. The tangent modulus of deformation ( Et50) ranges from 2.11x10 4 to 4.84x10 4 MPa and can be classified as medium in stiffness to stiff, while the modulus ratio (MR) ranges from 293 : 1 to 340 : 1, and mainly, classified as medium modulus ratio, Figure (5). Hint: The chalky limestone was not developed within the Pila Spi Formation at this dam site. The discontinuities in the rock mass are mostly bedding planes. The rock mass strength was classified, based on Z.T. Bieniawski’s strength classification diagram, (1974), Figure (6), as strong rock mass, cohesion (c) of the rock is between 200 to 300KPa, average 250KPa, the angle of the internal friction (Ø) ranges from 40 – 45 o , average is 42.5 o . and the average wet density of the Pila Spi Dolomitic tested in the laboratory is 2.7 gm/cm 3 . The rock mass properties and the obtained data all together could be evaluated qualitatively, for the type and design of the dam foundation and the abutments as well as for their behavior during the stages of 15 15 15 Slope angle. (deg). 7.5 - 15 15 - 22 22 - 26 Lift thickness (m). 0.22 – 0.28 0.40 – 0.78 0.54 - 0.77 Compacted field density (Ton/m 3 ) 1.67 – 1.90 1.95 - 2.35 1.76 – 2.25 the construction, depending on the type of the dam. The slake durability-index (Id2) values of 3 samples ( # 3, 7, and 8 of group A) from the total of 14 tested samples that were taken from the shale of Gercus and Kolosh Formations are 6.3, 21.6 and 39.5% respectively, and classified as low to very low, Table (2). The plasticity indexes of these samples range from 30 to 36%, these results give very low shale rating (Rs) (1.35. 1.40 and 1.70) on the shale rating system, Figure (10). The first sample was taken from the upper part of Gercus Formation, while the 2nd sample was taken from area closes to the middle part of the this formation while the third sample was taken from the upper most part of the Kolosh Formation. Therefore, the rock zones or intervals from which these three samples represent are to be considered eventually, as very unstable and deformable in behavior in terms of slake durability. The slake durability- index (Id2) values of all other tested samples ( group B & C ) are variable, ranged between 83.4 to 98.9% and were classified as medium to very high, and their corresponding shale rating values (Rs ) range from 4.85 to 7. 60 on the shale rating system diagram. The evaluation of the shale-rating results for the estimation of allowable slope angle of the shale for the dam-embankment of a certain height (built from that shale) as a function of Rs was determined. For 15m embankment height, for example, the slope angle as well as the lift thickness and the corresponding shale compaction for the embankment in terms of shale rating for the shale represented by each group of samples tested are shown in Figure (11) and table (4).
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