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<br />with large rock ()24" diameter) placed near gulch. Inslope: <br />2.5H:1.OV. Initially, the inslope measured approximately <br />1.5H:1.OV, but additional work was done in lessening the slope to <br />2.5H:1.OV. Additional fill was also added to the outslope of the <br />embankment. The additional fill was obtained from the western <br />side of the pond and was moved in place with a large bulldozer <br />and hydraulic excavator. Prior to fill moving and placement, both <br />sides of the embankment were cut in a "vee" shape to provide a <br />keyway to anchor the previous fill to the new fill. Compaction <br />was accomplished by controlling the moisture level of the fill to <br />near optimum and by compaction with the hydraulic excavator and <br />dozer. Part of the inslope side of the embankment (approximately <br />5 feet vertically) is incised in original ground. <br />7) Pond Depth Design: 15.0 ft. Measured: 15.9 ft. <br />8) Rip Rap Lining in Emergency Spillway Design: 12" thickness of <br />10" to 12" rip rap, durable rock. Measured: 12" thickness of 10" <br />to 12" rip rap, durable rock. <br />9) Sediment Storage Volume: Design <br />acre-feet. <br />0.22 acre-feet. Measured: 0.4 <br />10) Storm Detention Volume: Design <br />acre-feet ± 4~. <br />4.08 acre-feet. Measured: 4.1 <br />11) Rip rap at Discharge of Principal Spillway: Design 8" <br />diameter durable rock. Measured: as designed. <br />12) Compaction of Embankment: Since my first inspection occurred <br />before the final dam was constructed, I was able to determine the <br />effectiveness of the compaction within the dam itself. The weight <br />of the large hydraulic excavator and the Cat D8N on the dam <br />during construction was able to achieve proper compaction, in the <br />order of 85~ to 90AS of the maximum dry density. This level of <br />compaction is prudent for a dam of this size when considering the <br />location and the risks downstream. No specific compaction <br />requirements were made in the original design. The compaction was <br />also verified in the final inspection. During the additional work <br />to lessen the embankment slopes to 2.SH:1.OV, the keyway and all <br />fills were compacted to 85~ to 90~ of the maximum dry density. <br />Compaction tests on the embankment were performed by Geotechnical <br />Services Inc. of Pueblo, Colorado. A backhoe was used to dig flat <br />spots along the embankment sides and deeper spots along the top <br />