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<br />- 15 - <br />settlement of the emban}.inent to be on the order of 4 to 5 incises. host <br />•of this settlement will occur durim construction, so that overbuild or <br />cambering of the wtlet works will not be rewired. Cut and fill <br />transition slopes should be gradual to mini;aize differential settle- <br />ments. ~ ~ ' <br />See^a7e: Ihera should be only a minor mount of see9ane teneat!~ and <br />through the dan after the reca~unended foundation treat:;~ent is <br />completed. The sandstone :;,cdrock i~elew the unner fractured c~ertion is <br />not highly pervious. A noninal cutoff into competent bedrock is <br />rammmended and shown on the typical section. This cutoff should <br />extend un the abutment sides to key the e^~bank.^~ent material, into the <br />• unweathered bedrock. <br />G~tlet F7orks: A.n 18-inch diameter autlst '..arks with the inlet invert <br />at elevation 7501.7 is planned at Sta. 2+60. Slope protection till be <br />required on the outlet side as this exits about 45 feet ~!^ove the toe <br />of the downstream embanlclent and about 120 feet in length alorxl the <br />slope. Continuirr3 the 13-inch diameter culvort along the face and <br />dischargi:r~ it at the tx would be a desirable consideration. 'Phis <br />would probably be less costly than a protected open channel and ~,~ould <br />be safer as far as erosion on the faro of the dam is concerned. <br />Spillway: The procosed spillway will be at Sta. 3+40. The spillway <br />will be discharging across the downstream face of the dam. At this <br />point, we remrm~end that a channel with erosion rrotection-~be cut in <br />the natural soils to conduct any overflow well beyond the tce of the <br />• embank-nent. Once this channel is :'nyound tho toe of the slope, it can <br />be directed down into the natural drainage. <br />I s <br />