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HomeMy WebLinkAboutTraffic Impact Study0 DOBIE ENGINEERING, INC. JACKSON'S CONVENIENCE STORE TRAFFIC IMPACT STUDY MAY 13, 2005 SUBMITTED TO: IDAHO TRANSPORTATION DEPARTMENT DISTRICT 3 P.O. BOX 8028 BOISE, ID 83707-2028 DOBIE ENGINEERING, INC. 777 HEARTHSTONE DR., BOISE, ID 83702 (208)345-3290 JACKSON'S C STORE TRAFFIC STUDY 2 PROJECTED TRAFFIC Existing Traffic and Circulation Eagle Road (SH 55) is a standard principal arterial operated by the Idaho Transportation Department. The adjacent section has five traffic lanes and 9-ft. paved shoulders. The posted speed limit is 55 mph. Pine Street is an ACHD minor arterial with 3 traffic lanes and 4-ft. paved shoulders. Adjacent to the site the posted speed limit is 50 mph. The Eagle Road/Pine Street intersection is signalized with dual left -turn lanes on all approaches and right -turn lanes for the north, east and west approaches. Average daily traffic counts were made by ACHD staff, and peak hour turning movements were measured by DEL Figure 2 presents a summary of turning movement counts for the project intersection during the PM peak period. Shown in Table 1 are the daily traffic counts on the area streets. Prepared by Dobie Engineering, Inc. 0532 JACKSON'S C STORE TRAFFIC STUDY 5 existing lane geometry. Details of the baseline capacity analysis are attached in Appendix B for review. Table 4 Intersection Capacity - Baseline Conditions Year 2010 Approach LOS Queue Length Northbound E 1,475 ft. Southbound E 800 ft. Eastbound D 150 ft. Westbound D 150 ft. Intersection E Prepared by Dobie Engineering, Inc. 0532 f-- FIGURE 3 A/ JACKSON'S C—STORE SITE TRAFFIC YEAR 2010 MERIDIAN CROSSROADS Cn 0 Q 0 w J Q W uo000 0O O O O u7 0 PINE STREET N L 225 50 'C 50 165 1 105 -0- F 105 225 .E- 355 150 1' E- 170 225 7, 375 --lo- 25 '�, 230 -i ,c 15 10 7, 0 �g � MU,o N JACKSON'S N C— STORE Traffic Study Prepared By. .. DOBIE ENGINEERING, INC. 777 H—tArt-9 Dr. Bobs, ID D3,2 345__3290 JACKSON'S C STORE TRAFFIC STUDY 12 Lane Geometry Analysis The proposed right -turn deceleration lane geometry is illustrated on Figure 4. A continuous 400-ft. right -turn deceleration lane on SH 55 plus a 550-ft. speed change transition will provide both safe access to the site and capacity improvements to the arterial. The proposed site plan includes a 20-ft. radius curb at the Pine Street intersection. This dimension will not interfere with the existing signal pole. A larger radius will necessitate relocating the pole. Additional right-of-way will be provided to accommodate the future relocation of this pole. Prepared by Dobie Engineering, Inc. 0532 JACKSON'S C STORE TRAFFIC STUDY 15 ACHD Impact Fees The site will generate 135 peak hour trips at full buildout. Approximately 84% will be pass -by or diverted linked trips according to ITE criteria. The average trip length from this site was estimated to be 5.46 miles with an average network factor of 0.35. (Source: Meridian Crossroads Individual Assessment). These data indicate that an impact fee reduction is appropriate for this project. A site -specific individual assessment will be prepared following completion of construction. Prepared by Dobie Engineering, Inc. 0532 APPENDIX A Plea/f ; � . } __3 ma _, _z ) ^® »z © «»m »». � ` \� . ) «a 2 t sa ` + » ) 4 k e ) 7 % )/ \ } a , {/ / :&100 oozi- , _ f 72. e m, »_o_m » _ _ _ | !m % # ! - ' ~ \ \ a � m\ }! } �" � @ « ,a . m, +, , / ) )w ` ®° !! *a O4000 _ !? ! . 2 «ƒ C ~ s@ 0I Short Report Page 1 of SHORT REPORT General Information Site Information nalyst P. DOBIE Intersection EAGLE/PINE \gency or Co. DEI Area Type All other areas Date Performed 121112004 Jurisdiction ACHD1/TD Time Period PM 1A nalysis Year 2010 W/SITE Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 1 2 1 1 1 2 0 2 2 1 Lane group L T R L T R L TR L T R Volume (v h) 165 1105 225 225 105 225 130 2000 135 160 1300 115 % Heavy veh 2 2 0 2 2 0 2 2 1 0 2 1 2 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 10.95 0.95 10.95 0.95 Actuated (P/A) A A A A A A A A A A I A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 1 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 4 4 3 1 4 4 3 4 4 4 4 3 Unit Extension 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 10 60 10 10 60 10 10 60 10 10 60 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 1 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 13.0 3.0 1 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 -1hasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT NB Only 08 Timing G= 10.0 G= 22.0 G= G= G= 10.0 G= 46.0 G= 16.0ly G= Y= Y= Y= 4 Y= 4 Y= = Y= 4 Y= 4 Duration of Analysis hrs = 0.25 . Cycle Length C = 120.0 - �ai1G v1vu %'d dj. flow rate Lane group cap. /c ratio Teen ratio Unif delay dl Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay ICS2000TM uoniroi ueia , and LU5 Determination 174 286 EB 111 342 1174 284 237 286 WB 111 342 10.32 174 284 0.61 0.08 0.32 0.18 0.61 0.18 0.83 10.08 0.18 0.61 0.18 53.1 42.5 45.1 54.2 42.5 45.1 0.19 0.11 0.20 0.37 0.11 0.20 3.7 0.6 3.9 18.1 0.6 3.9 1.000 1.000 1.000 1.000 1.000 1.000 56.8 43.1 49.0 72.2 43.1 49.0 E D D E D D 137 384 0.36 0.22 39.9 0.11 0.6 1.000 40.5 D NB E 0.55 27.0 0.50 63.9 9.681 82.3 F 50. a 58,3 79.9 D E E 67.7 Intersection LOS Copyright © 2000 University of Florida, All Rights Reserved 168 286 0.59 0.08 53.0 0.18 3.1 1.000 56.2 E E E 58 593 0.10 0.38 L23.7 0.11 0.1 1.000 23.8 C Version 4. fi1e://CADocuments%20and%20Settings\DOBIEToca1%20Settings\Temp\s2kI5.tmp 5/15/200 APPENDIX D