In Oct. 1975, concrete work was completed on the Kirovsk reservoir dam. The dam is located on the Talas River south of DzhamtmL The 550-million-mSreservoir is intended to irrigate land in the Kirgiz SSR and in Kazakh. start. The climate in the region iscontinental with extreme average-daily temperatures ranging from-35 to + 35~ and an average-annual temperature of %4~The massive-buttress concrete dam is 84 m high and 260 m long at the crest and has a volume of 310,000 m a (Figs. 1 and 2) and a triangular shape with the upstream and downstream faces sloped at 0.45. The lower section of the downstream face has a greater slope (m = 0.70). A massive gravity dam constructed on the same site would have had a concrete volume of 348,000 m a. The buttress dam adopted has 12.2% less concrete, representing a savings of 1,244,000 rabies in this case.The dam is divided by expansion-settlement joints into sections 22 m wide; the buttresses are 12 m thick. A fiIIet-headwall 5 m thick was constructed against the downstream face of the buttresses to insuIate the recesses between them from the atmosphere. Cutoffs 7 and 4 m deep were constructed beneath the upstream and downstream headwalls.Two outlet works with a 3 x 4-m intake section and a discharge section 2.2 m in diameter, which were lined with metal 16 mm thick, were called for in the body of the dam. The cylindrical discharge section of the outlet works is equipped with a conical gate.A surface water intake having a spillway face of practical shape with a springboard lip is located in the channel section of the dam. Construction flows were passed through a 6.3 x g.a-m tunnel 370 m long.The foundation of the dam is blocks of sandstones and schists having a strike almost coincident with the a~is of the dam (Fig. 1). The angle of dip of the block is 25-85 ~ downstream, i.e., virtually coincident with the upstream face of the dam. The seepage from the bedrock does not exceed 0.3 m/day on the average, and the modulus of elasticity ranges from (1 to 2)-10 s kg/cm z. Along the edges of the watercourse, the rock foundation had weathered to a depth of 5-10 m. was covered with a layer of alluvium 6-14 m deep in the channel section, and exhibited good soundness.Following ks the set of antiseepage measures: a grout curtain 20-30 m deep below the upstream headwall along the entire front of the dam, which was constructed by the method of hole injection in three rows spaced 8.4 and 2 m apart; combination grouting at the point where the deep curtain joins the upstream cutoff (an average hole depth of 5-8 m); stabilization (site) grouting over the entire foundation (a hole spacing of 3 m along the sections; hole depths ranged from 10-20 m). Dam drainage consisted of the following elements: a drain curtain 20-25 m deep located behind the grout curtain; surface drainage under the buttresses running from the upstream headwaU to the axis of the dam; and drainage of the rock borders of the foundation pit. The overall volume of work devoted to grouting, stabilizauon, and drainage consisted of 24,...