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' adjacent to and interior to the site perimeter berm. This channel is both a redundant flood <br /> protection facility and an internal drainage channel. Minimization of this 200-foot wide <br /> interceptor channel is proposed based upon the assumption that the site perimeter berm <br /> ' will be certified by FEMA as a flood protection levee. It is recommend that this drainage <br /> swale be narrowed from its proposed 200 foot width if possible. However, if due to the <br /> ' need to balance cuts and fills on the site, the 200 foot width must be retained, it is strongly <br /> recommended that this 200 foot width not be increased. This interceptor channel will <br /> ' likely spawn wetland vegetation due to the de-watering affect it will have on the property. <br /> A wider channel will increase the potential for wetland creation. It is also recommended <br /> that an additional swale or trapezoidal channel be cut into the outer edge of the <br /> interceptor channel to confine the dewatering activities to a narrow width within the larger <br /> channel. This narrower, deeper Swale would attempt to confine any wetland creation <br /> throughout the entire 200 foot wide interceptor channel. If the 200-foot wide trapezoidal, <br /> straight channel is allowed to be constructed as a part of the seller's reclamation plan, <br /> wetlands will likely be generated over the years and these wetlands will need to be <br /> destroyed and mitigated for if a smaller, shallower, meandering swale is desired. <br /> ' An interim gravel road system should be developed to serve two purposes: provide <br /> ' maintenance access for the flood protection levee and provide access for irrigation, <br /> agricultural, wetland bank operations and on-going maintenance activities. This road <br /> ' would be paved from Table Mesa Drive to the existing Tennis Building with the remainder <br /> of the roadway system being a single lane gravel road. <br /> ' If the water rights are used on the property, a new irrigation turnout structure should be <br /> constructed on the Dry Creek No. 2 Ditch at a location between the proposed wetland <br /> bank and the flood protection levee. The irrigation turnout structure should be designed <br /> ' so as to deliver the water to either the proposed wetland bank or to the areas west of the <br /> site perimeter berm. This irrigation turnout lateral must be fitted with a slide gate and a <br /> pipe with cutoff collars as it traverses through the flood protection levee. A system of a <br /> main irrigation lateral with sub-laterals should be constructed which will be used to flood <br /> ' -28- <br />