Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Signalized Intersection Capacity Analysis 1: Hwy. 2 & Craig Road 2/10/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 353 2100 311 109 1845 613 233 115 91 460 101 262 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.97 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3467 3574 1599 1787 3574 1599 3467 3338 3467 1881 1599 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3467 3574 1599 1787 3574 1599 3467 3338 3467 1881 1599 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 380 2258 334 117 1984 659 251 124 98 495 109 282 RTOR Reduction (vph) 0 0 58 0 0 249 0 84 0 0 0 86 Lane Group Flow (vph) 380 2258 276 117 1984 410 251 138 0 495 109 196 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 4 Actuated Green, G (s) 11.5 76.0 76.0 7.5 72.0 72.0 12.7 20.5 15.0 22.8 22.8 Effective Green, g (s) 11.5 76.0 76.0 7.5 72.0 72.0 12.7 20.5 15.0 22.8 22.8 Actuated g/C Ratio 0.08 0.54 0.54 0.05 0.51 0.51 0.09 0.15 0.11 0.16 0.16 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 285 1940 868 96 1838 822 315 489 371 306 260 v/s Ratio Prot c0.11 c0.63 0.07 0.56 0.07 0.04 c0.14 0.06 v/s Ratio Perm 0.17 0.26 c0.12 v/c Ratio 1.33 1.16 0.32 1.22 1.08 0.50 0.80 0.28 1.33 0.36 0.75 Uniform Delay, d1 64.2 32.0 17.7 66.2 34.0 22.2 62.4 53.2 62.5 52.1 55.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 172.0 79.8 1.0 161.9 46.1 2.2 13.1 0.3 167.8 0.7 11.7 Delay (s) 236.3 111.8 18.6 228.2 80.1 24.4 75.4 53.5 230.3 52.8 67.6 Level of Service F F B F F C E D F D E Approach Delay (s) 117.3 73.1 65.2 156.6 Approach LOS F E E F Intersection Summary HCM Average Control Delay 101.5 HCM Level of Service F HCM Volume to Capacity ratio 1.13 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15 Description: Dual EB, NB, SB lefts, 2nd NB through lane, Optimized c Critical Lane Group West Plains Development Traffic Impact Analysis Synchro 7 - Report 2032-Alternative 1 Buildout-Mitigated Page 1
HCM Unsignalized Intersection Capacity Analysis 2: Hwy. 2 & Lundstrom St. 2/21/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 46 2604 36 23 2463 40 0 0 48 0 0 53 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 47 2685 37 24 2539 41 0 0 49 0 0 55 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2580 2722 4151 5407 1342 4073 5403 1270 vC1, stage 1 conf vol 2779 2779 2587 2587 vC2, stage 2 conf vol 1372 2628 1487 2816 vCu, unblocked vol 2580 2722 4151 5407 1342 4073 5403 1270 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 72 84 100 100 66 100 100 66 cM capacity (veh/h) 167 149 13 0 145 18 5 162 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 SB 1 Volume Total 47 1342 1342 37 24 1270 1270 41 49 55 Volume Left 47 0 0 0 24 0 0 0 0 0 Volume Right 0 0 0 37 0 0 0 41 49 55 cSH 167 1700 1700 1700 149 1700 1700 1700 145 162 Volume to Capacity 0.28 0.79 0.79 0.02 0.16 0.75 0.75 0.02 0.34 0.34 Queue Length 95th (ft) 28 0 0 0 14 0 0 0 35 35 Control Delay (s) 35.0 0.0 0.0 0.0 33.7 0.0 0.0 0.0 42.3 38.1 Lane LOS D D E E Approach Delay (s) 0.6 0.3 42.3 38.1 Approach LOS E E Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period (min) 15 Description: Add NB&SB Right turn bays-2012, Add EB/WB right turn lanes, Eliminate NB/SB LT movements (2032) West Plains Development Traffic Impact Analysis Synchro 7 - Report 2032-Alternative 1 Buildout-Mitigated Page 1
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APPENDIX D TRAFFIC IMPACT ANALYSIS
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TABLE OF CONTENTS 1. EXECUTIVE SUMM
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Table 7. Alternative 1 - PM Peak Ho
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• 10,480-square-foot Tribal Cultu
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Hwy. 2 / Hayford Rd. S 2012 - Phase
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Hwy 2 / Lundstrom: Restripe and wid
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2032 Alternative 2 Mitigations (in
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Table ES- 2. Operational Analysis S
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Table ES- 4. Operational Analysis S
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INTERSECTION MITIGATION - ALTERNATI
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MITIGATION-ALT 2, CONTINUED 2012 PM
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MITIGATION-ALT 3, CONTINUED INTERSE
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• 41,633-square-foot commercial d
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Project Site J 908 N. Howard St. St
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J Map from Friedmutter Group, Decem
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2.5 Methodology The weekday PM peak
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2.7 Applicable Standards, Policies
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3. EXISTING CONDITIONS 3.1 Street N
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3.5 Traffic Volumes The bulk of int
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Pipeline Project Description and As
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4.4 Operational Analysis and Level
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5. TRIP GENERATION and DISTRIBUTION
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5.3 Trip Generation - Alternative 2
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5.6 Trip Reductions and Net New Tri
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5.7 Trip Distribution (Proposed Pro
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6.1.2 ALTERNATIVE 1 - 2015 Phase 2
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6.1.4 ALTERNATIVE 1 - MITIGATION Th
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Listed below are improvements recom
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6.1.5 ALTERNATIVE 2 - 2012 Buildout
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MITIGATION-ALT 2, CONTINUED 2012 PM
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6.1.8 ALTERNATIVE 3 - MITIGATION Th
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The Spokane Tribe should work with
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Table 22. Level of Service for 2032
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Alternative 3 is projected to gener
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2032 Alternative 2 Mitigations:
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8. CONCLUSIONS Based upon the techn
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9. RECOMMENDATIONS Mitigation recom
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Hwy 2 / Hayford: Optimize signal ti
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Hwy 2 / Fairchild AFB: Modify signa
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APPENDIX A TRAFFIC COUNT DATA Appen
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PROJECT: West Plains Development DA
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1 PROJECT: DAVID EVANS and ASSOCIAT
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PROJECT: Project Location INTERSECT
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Pipeline (Year 2012) Int. # INTERSE
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APPENDIX C TRIP GENERATION/INTERNAL
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TRIP GENERATION LAND USE: SHOPPING
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TRIP GENERATION LAND USE: Quality S
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TRIP GENERATION LAND USE: POLICE ST
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ITE Multi-Use Project Internal Capt
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APPENDIX E SYNCHRO WORKSHEETS Appen
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HCM Unsignalized Intersection Capac
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HCM Signalized Intersection Capacit
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APPENDIX E4 YEAR 2019 EXISTING PLUS
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APPENDIX E6 ALTERNATIVE 1 YEAR 2015
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Page 313 and 314: HCM Unsignalized Intersection Capac
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Page 333 and 334: YEAR 2032 SYNCHRO WORKSHEETS Append
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APPENDIX F SIDRA ANALYSIS WORKSHEET
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MOVEMENT SUMMARY Craig Rd./Hwy. (YE
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INTERSECTION SUMMARY Craig Rd./Hwy.
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QUEUE DISTANCE Largest 95% Back of
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INTERSECTION SUMMARY Middle Dwy./Hw
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MOVEMENT SUMMARY Middle Dwy./Hwy. (
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MOVEMENT SUMMARY Craig Rd./Hwy. 902
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YEAR 2032 SIDRA ANALYSIS WORKSHEETS
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MOVEMENT SUMMARY Craig Rd./6th Ave.
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MOVEMENT SUMMARY Craig Rd./Dwy. Nor
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8 Hour-100%-Minimum Volume - Craig-
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8 Hour-100%-Minimum Volume - Craig-
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8 Hour-100%-Minimum Volume - Middle
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8 Hour-100%-Minimum Volume - Middle
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8 Hour-100%-Minimum Volume - SR-902
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8 Hour-100%-Minimum Volume - SR-902
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ADDENDUM TO TRAFFIC IMPACT ANALYSIS
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overall site plan would not be sign
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In lieu of the various mitigations
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Project Proportional Share: 29.8% F
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Hwy 2 / Fairchild AFB: Modify signa
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Attachment B: Two Roundabout Access
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Attachment C: Operational Analysis
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LEVEL OF SERVICE SUMMARY West Dwy./
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MOVEMENT SUMMARY West Dwy./Hwy. (YE
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MOVEMENT SUMMARY West Dwy./Hwy. (YE
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MOVEMENT SUMMARY West RB 2032 Alt.1
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LEVEL OF SERVICE SUMMARY West RB 20
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MOVEMENT SUMMARY West RB 2032 Alt.3
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LEVEL OF SERVICE SUMMARY Middle Dwy
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LEVEL OF SERVICE SUMMARY Craig Rd./
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Appendix D Traffic Impact Analysis - westplainseis.com

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