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A total of twenty-one rEservoirs were identifird for rE'view a~d are shown on Figure 1. Only reservoirs which were assumed to significantly impact Grand Junction were evaluated. Twenty of the reservoirs studied have been classified by the State Engineer's Office as high hazard dams. This classfication is based upon predicted loss of life if a failure does occur, and is a function of water depths, velocities, evacuation time and place. Bonham reservoir was the only dam studied that is classified as a moderate hazard dam. This classification can exhibit significant ~'roperty damage, but no loss of life is envisioned. An inventory of all of the reservoirs was comp'leted and summarized i!l Table 4. This table includes reservoir name, owner and contact person, embankment height, embankment length, spilhay width and maximum storage capacity at the spillway crest. Table 4 also includes the results of the dam fanure analysis for each reservoir including an estimate of the peak discharge of the flood wave at Grand Junction and the estimatEd travel time of the flood wave to Grand Junction. As part of the Federal Dam Safety Program, the State Engineer's Office was required to complete a clam failure analysis on all of the high hazard dams in the state. That analysis included an inundation map, peak dischay'ges, and travel times of the estimated downstream flood wave. The limits of the inundation map stopped when the estimated flood wave equalled the lOO-year flood event on the downstream drainage course. Hence, through their study efforts, the State Engineer has i:Jentified high hazard reservoirs, which with failure, would cause greater than a lOO-year flood impact at Grand Junction. These reservoirs include Blue nesa, Crystal, Dillon, Grandby, Green Mountain, Indian Wash Detention Dam, Juniata, Morrow Point, Paonia, Ruedi" and Vega. The dam failure information and affects on Grand Junction for these reservoirs was taken directly from the State Engineers' studies and is shown in Table 4, For the reservoirs which would have less than a lOO-year effect at Grand Junction, the predicted flood wave and travel times WE!re extrapolated from the State Engineer's studies. The extrapolation was completed based on a flood wave attenuation equation dEveloped by the U,S. Bureau of ~:eclamation for dam failures (Reference 5). This equation was based on empirical data analyzed from other dams which have failed. The equation used is as follows: Q = Q = Qu = X = 10 (log Qu - O.OlX) Peak discharge (cfs) corresponding to a distance, X. Peak discharge (cfs) from a dam failure at some upstream location. Distance (miles) measured along the floodplain from the upstream location, 13