C150259 Feasibility Study - Laserfiche WebLink

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I I I I I I I I I I I I I I I I I I I cement option discussed above these blocks would result in a smoother surface than riprap. However, the calculated wave run-up for this option is still well within the 7 feet of freeboard that exists at Empire Reservoir. This option was compared to riprap and soil cement on a cost per square foot basis. Selected Alternative - Deshm ADDroach The selected alternative for the Empire Reservoir East Embankment Dam rehabilitation includes a traditional riprap design. Below is a detailed summary of the design. The prescribed repair for Empire Reservoir includes a Phased Design Approach. Where possible, on-site materials would be used to minimize construction costs. Three phases for the repair of the East Embankment are recommended as follows: Phase I: Phase II: Phase III: Rehabilitation of the East Embankment from Stations 179+50 to 211+00 - this includes repairing two sections of failed parapet wall, buttressing and maintaining the existing parapet wall that is still intact, removal of several large trees located near the upstream toe of the dam, and repairing the dam where the trees are removed or scarps exist on the dam. This phase includes adding additional slope protection to these sections. This phase is scheduled to be complete by March, 2008. Rehabilitation of the East Embankment from Stations 211+00 to 240+00 - this includes the removal of several large trees located near the upstream toe of the dam and repairing the dam where the trees are removed or scarps exist on the dam. This phase includes adding additional upstream slope protection to these sections. This phase is scheduled to be complete by December, 2008. Rehabilitation of the East Embankment from Stations 150+00 to 179+50 - this includes repairing the dam embankment where scarps exist and adding additional slope protection. This phase is scheduled to be complete by December, 2009. Each of these phases includes the design of a recommended slope protection system. A wave run-up analysis of the reservoir was performed for the Empire Reservoir East Embankment. Soil samples were collected from the proposed borrow area, reservoir bottom, and existing dam and were tested for materials classification. Selected Alternative - SloDe Protection Desifm The wave analysis was performed according to the US Bureau of Reclamation's ACER Technical Manual No.2 "Freeboard and Criteria and Guidelines." A spreadsheet obtained from the SED was used to calculate the significant wave height and wave run-up. A digital CAD file of the reservoir area was obtained from the Bijou Irrigation District and used to calculate the effective fetch of 4 different dam sections. Dne of these sections was analyzed using two different angles of wave attack. The attached Figures 1 through 5 in Appendix B depict the fetch alignments analyzed. Radial lengths were measured assuming the water level in the reservoir was at the spillway crest. The length of each radial was then input to the SED spreadsheet to calculate the effective fetch for each section and wave attack angle. Empire Reservoir East Embankment Dam, Water Division 1 DAMID 010728 Page 3