Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Signalized Intersection Capacity Analysis 3: Hwy. 2 & Lawson St 1/18/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 44 1229 13 87 883 23 60 31 89 56 34 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.97 1.00 Satd. Flow (prot) 1787 3569 1787 3560 1821 1599 1825 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.62 1.00 0.62 1.00 Satd. Flow (perm) 1787 3569 1787 3560 1162 1599 1175 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) 47 1322 14 94 949 25 65 33 96 60 37 27 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 60 0 0 17 Lane Group Flow (vph) 47 1336 0 94 973 0 0 98 36 0 97 10 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Prot Prot Perm Perm Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 4 4 8 8 Actuated Green, G (s) 7.8 91.4 12.4 96.0 16.2 16.2 16.2 16.2 Effective Green, g (s) 7.8 91.4 12.4 96.0 16.2 16.2 16.2 16.2 Actuated g/C Ratio 0.06 0.68 0.09 0.72 0.12 0.12 0.12 0.12 Clearance Time (s) 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.8 3.0 2.5 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 104 2434 165 2550 140 193 142 193 v/s Ratio Prot 0.03 c0.37 c0.05 c0.27 v/s Ratio Perm c0.08 0.02 0.08 0.01 v/c Ratio 0.45 0.55 0.57 0.38 0.70 0.19 0.68 0.05 Uniform Delay, d1 61.0 10.8 58.2 7.4 56.6 53.0 56.4 52.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 0.9 4.5 0.4 14.2 0.5 12.7 0.1 Delay (s) 64.1 11.7 62.7 7.9 70.8 53.5 69.2 52.2 Level of Service E B E A E D E D Approach Delay (s) 13.5 12.7 62.2 65.5 Approach LOS B B E E Intersection Summary HCM Average Control Delay 18.9 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 134.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 2012 PM Peak Hour Background Conditions Synchro 7 - Report cak Page 3
HCM Signalized Intersection Capacity Analysis 4: Hwy. 2 & Garfield St. 1/18/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 51 1153 7 37 1093 138 37 9 95 113 8 53 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 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 0.91 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.96 1.00 Satd. Flow (prot) 1787 3571 1787 3574 1599 1672 1815 1615 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.89 0.60 1.00 Satd. Flow (perm) 1787 3571 1787 3574 1599 1505 1132 1615 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) 55 1240 8 40 1175 148 40 10 102 122 9 57 RTOR Reduction (vph) 0 0 0 0 0 69 0 60 0 0 0 45 Lane Group Flow (vph) 55 1248 0 40 1175 79 0 92 0 0 131 12 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 0% 0% 0% Turn Type Prot Prot Perm Perm Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Actuated Green, G (s) 6.8 46.7 4.5 44.4 44.4 17.9 17.9 17.9 Effective Green, g (s) 6.8 46.7 4.5 44.4 44.4 17.9 17.9 17.9 Actuated g/C Ratio 0.08 0.55 0.05 0.52 0.52 0.21 0.21 0.21 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.1 3.1 3.0 3.0 3.0 Lane Grp Cap (vph) 143 1960 94 1865 834 317 238 340 v/s Ratio Prot c0.03 c0.35 0.02 0.33 v/s Ratio Perm 0.05 0.06 c0.12 0.01 v/c Ratio 0.38 0.64 0.43 0.63 0.09 0.29 0.55 0.04 Uniform Delay, d1 37.2 13.3 39.0 14.5 10.2 28.3 30.0 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.7 3.1 0.7 0.1 0.5 2.7 0.0 Delay (s) 38.9 14.0 42.1 15.2 10.3 28.8 32.7 26.8 Level of Service D B D B B C C C Approach Delay (s) 15.1 15.5 28.8 30.9 Approach LOS B B C C Intersection Summary HCM Average Control Delay 16.9 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 85.1 Sum of lost time (s) 10.5 Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 2012 PM Peak Hour Background Conditions Synchro 7 - Report cak Page 4
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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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Page 122 and 123: APPENDIX C TRIP GENERATION/INTERNAL
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Page 198 and 199: APPENDIX E4 YEAR 2019 EXISTING PLUS
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HCM Unsignalized Intersection Capac
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HCM Signalized Intersection Capacit
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APPENDIX E6 ALTERNATIVE 1 YEAR 2015
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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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