7.4. SR 09-19-1994 - Laserfiche WebLink

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Mr. Dan O'Brien -4- . August 4, 1994 TABLE 2 DAILY TRIP GENERATION PROJECTIONS FOR ELK RIVER RETAIL CENTER Totals 1 Trip Ends per 1,000 sq. ft. 2 Includes 5 % reduction for multi-purpose trips Trip Distribution and Assiltnment The top half of Figure 2 shows the trip distribution percentages for new trips. These percentages are based on the expected distribution used in other similar projects in the area, including the Elk Park Center development. The bottom half of Figure 2 shows the expected trip distribution percentages for the passby trips, which are based on current directional traffic volumes on T.H. 169. Utilizing the trip generation and trip distribution previously discussed, trips to and from the development were assigned to the roadway system. Use Size (Sa.Ft.) 6,375 4,512 8,000 10,800 Trip Generation Rate1 In Out Family Restaurant Auto Service Retail Retail 102.68 102.68 36.96 36.96 30.55 30.55 30.55 30.55 . Traffic Volumes New Trip Ends2 In Out Passby Trip Ends2 In Out 497 127 186 251 497 127 186 251 124 124 32 32 46 46 63 63 265 265 1061 1061 Traffic volumes were developed for three scenarios: 1) 1994 existing, 2) 1996 without the proposed development and 3) 1996 with the proposed development. Under both 1996 scenarios, it was assumed that two thirds of the Elk Park Center development was occupied and therefore contributing traffic to the surrounding streets. P.M. peak hour traffic volumes at the Elk Hill Dr./T.H. 169 intersection are based on traffic forecasts for the Elk Park Center development. From these forecasts, 1994 existing and 1996 base volumes without the development were determined. The expected p.m. peak hour trips generated by the proposed development were then added to the 1996 base volumes, resulting in 1996 post-development volumes. These volumes are shown in the top half of Figure 3. P.M. peak hour traffic volumes at the Elk Hills Dr.lDodge Ave. intersection are based on turning movement counts taken at the intersection from 4-6 p. m. on October 21, 1993 by Benshoof & Associates, Inc. In order to determine 1994 p.m. peak hour turn volumes, a growth factor based on expected growth in the area and on hourly traffic counts taken on Dodge Ave. was applied to the 1993 volumes. The same growth factor was applied to the 1994 p.m. peak hour volumes to determine the 1996 base volumes without the proposed development. The p.m. peak hour trips expected to be generated by the proposed development were then added to the 1996 base volumes, resulting in 1996 post-development volumes. These volumes are shown in the bottom half of Figure 3. .