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<br />~~,1" <br />;'~ . <br /> <br />. <br /> <br />. <br /> <br />cost in excess of $100 million. Evacuation of the Toll Gate <br />Creek and Sand Creek flood plains would cost about $86 million <br />under existing conditions of development and in excess of $250 <br />million under future conditions of development. In addition to <br />the very high costs, evacuation measures would have undesirable <br />social impacts on the residents. <br /> <br /> <br />(c) Flood proofing. Flood proofing measures con- <br />sisting of structural changes to buildings were considered <br />appropriate for reducing flood losses to existing development. <br />These measures would prevent the water from entering and causing <br />internal damage. For future development, these structural <br />measures could be augmented by the use of building construction <br />materials which are less affected by inundation. Flood proofing <br />of existing and future development around the periphery of the <br />Cherry Creek Reservoir would cost in excess of $35 million. <br />Flood proofing of existing and future development along Toll <br />Gate Creek and Sand Creek would cost in excess of $100 million. <br />The application of these flood proofing measures would be diffi- <br />cult because of the complexity of structural ownership, financ- <br />ing, and public recognition and acceptance. <br /> <br />(d) Diversion. Due to the highly developed nature <br />of adjacent areas, diversion would not be a practicable solution <br />to the hydrologic deficiencies in the Cherry Creek Reservoir. <br /> <br />(e) Interbasin storage, Reregulation of the <br />spillway discharges from the Cherry Creek Reservoir, interbasin <br />storage, was evaluated as a potential solution for eliminating the <br />project's potential hazards. Possible reservoir sites were <br />located on West Toll Gate and Toll Gate Creeks downstream from <br />the spillway discharge point and these sites were investigated <br />to test their ability to contain the spillway releases. The <br />studies showed that a site at the confluence of East and West <br />Toll Gate Creeks offered the best opportunity for reregulation <br />because it would provide the largest storage volume. This site <br />is the same as is subsequently referred to in this report as the <br />Toll Gate Creek dam and reservoir site. Maximum reservoir capacity <br />of this site would be developed with the top of the dam at eleva- <br />tion 5549 feet. The crest of the ungated, concrete spillway was <br />established at the elevation of the maximum pool resulting from <br />runoff from the Toll Gate Creek basin, elevation 5510 feet. The <br />Cherry Creek spillway flows would be reregulated in the Toll Gate <br />Creek reservoir between elevations 5510 and 5544 feet. The <br />emergency spillway of the Cherry Creek project would be enlarged <br />to increase its present capacity and prevent overtopping of the <br /> <br />25 <br />