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<br />flood; areas that are protected, from <br />the 100- or 500-year floods by dike, <br />levee, or other local water-control <br />structure; areas subject to certain <br />types of 100-year shallow flooding where <br />depths are less than 1. 0 foot; and areas <br />subject to 100-year flooding from sources <br />with drainage areas less than 1 square <br />mile. Zone B is not subdivided. <br /> <br />Zone C: <br /> <br />Areas of minimal flood hazard; not sub- <br />divided. <br /> <br />Zone D: <br /> <br />Areas of undetermined, but possible <br />flood hazard. <br /> <br />The flood elevation differences, FHFs, flood insurance zones, and <br />base flood elevations for each flooding source studied in detail <br />in the community are summarized in Table 5. <br /> <br />5.4 Flood Insurance Rate Map Description <br /> <br />The Flood Insurance Rate Map for the Town of winter Park is, for <br />insurance purposes, the principal product of the Flood Insurance <br />Study. This maP contains the official delineation of flood insur- <br />ance zones and base flood elevations. Base flood elevation lines <br />show the locations of the expected whole-foot water-surface eleva- <br />tion of the base (lOO-year) flood. The base flood elevations and <br />zone numbers are used by insurance agents, in conjunction with <br />structure elevations and characteristics, to assign actuarial <br />insurance rates to structures and contents insured under the NFIP. <br /> <br />6. 0 OTHER STUDIES <br /> <br />Worrall Engineering published a 1983 Flood Plain Information and Drainage <br />Study (Reference 1). HydrOlogic data developed by Worrall Engineering <br />were used in this study. Cross section data from the Worrall study were <br />also used for portions of the Fraser River. <br /> <br />The flood profiles generated by this study have been checked against <br />results of the WOrrall study. Differences in computed water-surface <br />elevations are less than 0.5 foot except where structures have been <br />modified, obvious errors were made, or different hydraulic computations <br />were used. In the Worrall study, pressure or weir flow was treated using <br />Federal Highway Administration techniques, whereas in the current study <br />the special bridge routine of HEC-2 was utilized. <br /> <br />study results were compared in the vicinity of Beaver village to the <br />report completed by the developer's engineer (Reference 6). Computed <br />water-surface elevations agreed to within 0.5 foot. The current study <br /> <br />29 <br />