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I I I I I I I I I I I I I I I I I I I TRIP GENERATION Typical trip generation rates were appl ied for each land use category pro- posed on the site and vehicle trip ends were quantified for both daily and afternoon peak hour periods. The trip generation rates utilized were researched from the Trip Generation Manual, Institute of Transportation Engineers, 1978. Table 3, Vehicle Trip Generation summarizes the number of trips to be generated by the land uses proposed for each phase of construc- tion and alternative under consideration. Comparing the trip generation of Alternate 1 and Alternate 2 indicates that Alternate 1 would have higher dai Iy traffic, but have a lower 5:00-6:00 p.m. peak hour volume. This reflects the trip generating characteristics of motels and restaurants whIch tend to have peaks during morning, midday and evening. DISTRIBUTION OF TRIPS The distribution of vehicle trips from the new development was made based on the fol lowing assumptions. 1) The majority of trips wi I I be attracted from a regional level for both the office and motel alternatives under consideration. Therefore, it is assumed that 80% of the traffic generat~d by the site wi I I uti lize the Snel I ing Avenue intercha~ge with County Road B-2 to enter and leave the area. 2) Local trips to the site, from the northeasterly direction would tra- vel along County Road B-2 from the east and were assumed to make up 20% of the volume generated by the site. The highest volume traffic situation from the site under consideration would tend to occur in the afternoon peak hour from 5:00 to 6:00 p.m. At thJt time both the site generated traffic and adjacent street system experience their highest hourly volumes. Figure 2, 1\ lustrates the distribution of newly generated traffic leaving the site during the P.M. peak hour based on the assumptions described above. ASSIGNMENT OF NEW TRIPS C;t-.ITO l1-IE EXISTING SYSTEM Based upon the trip generation characteristics of the land uses to be deve- loped on the site and the highest volume situation of P.M. peak hour travel patterns, the new trips are assigned to the surrounding street system as shown in Figures 2, 3 and 4. The addition of the site generated volumes to the existing traffic volumes on County Road B-2 at the site entrancG are summarized in Table 4. The average dai Iy traffic volumes are projected to increase to 9,000-9,600 vehicles east of the site entrance and 10,700-12,800 west at the entrance depending upon which alternative is implemented, see Figure 6. 5