Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Unsignalized Intersection Capacity Analysis 2: Hwy. 2 & Lundstrom St. 1/18/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 38 1571 30 19 1480 33 15 3 21 13 4 26 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) 39 1620 31 20 1526 34 15 3 22 13 4 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1560 1651 2544 3312 825 2493 3311 780 vC1, stage 1 conf vol 1713 1713 1582 1582 vC2, stage 2 conf vol 831 1599 911 1729 vCu, unblocked vol 1560 1651 2544 3312 825 2493 3311 780 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 % 91 95 81 96 93 86 95 92 cM capacity (veh/h) 420 392 79 84 320 96 87 342 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 39 1080 571 20 1017 543 40 44 Volume Left 39 0 0 20 0 0 15 13 Volume Right 0 0 31 0 0 34 22 27 cSH 420 1700 1700 392 1700 1700 134 167 Volume to Capacity 0.09 0.64 0.34 0.05 0.60 0.32 0.30 0.27 Queue Length 95th (ft) 8 0 0 4 0 0 29 25 Control Delay (s) 14.5 0.0 0.0 14.7 0.0 0.0 42.8 34.2 Lane LOS B B E D Approach Delay (s) 0.3 0.2 42.8 34.2 Approach LOS E D Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 2019 PM Peak Hour Background Conditions Synchro 7 - Report cak Page 2
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) 60 1571 13 93 1097 52 60 44 94 89 39 42 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 0.99 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 3570 1787 3550 1828 1599 1818 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.57 1.00 0.60 1.00 Satd. Flow (perm) 1787 3570 1787 3550 1070 1599 1122 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) 65 1689 14 100 1180 56 65 47 101 96 42 45 RTOR Reduction (vph) 0 0 0 0 2 0 0 0 53 0 0 20 Lane Group Flow (vph) 65 1703 0 100 1234 0 0 112 48 0 138 25 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) 9.0 87.0 12.8 90.8 20.2 20.2 20.2 20.2 Effective Green, g (s) 9.0 87.0 12.8 90.8 20.2 20.2 20.2 20.2 Actuated g/C Ratio 0.07 0.65 0.10 0.68 0.15 0.15 0.15 0.15 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) 120 2318 171 2406 161 241 169 241 v/s Ratio Prot 0.04 c0.48 c0.06 c0.35 v/s Ratio Perm 0.10 0.03 c0.12 0.02 v/c Ratio 0.54 0.73 0.58 0.51 0.70 0.20 0.82 0.11 Uniform Delay, d1 60.5 15.8 58.1 10.7 54.0 49.8 55.1 49.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 2.1 5.0 0.8 12.3 0.4 25.3 0.2 Delay (s) 65.4 17.9 63.1 11.5 66.3 50.2 80.4 49.3 Level of Service E B E B E D F D Approach Delay (s) 19.6 15.3 58.7 72.7 Approach LOS B B E E Intersection Summary HCM Average Control Delay 23.1 HCM Level of Service C HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 134.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 2019 PM Peak Hour Background Conditions Synchro 7 - Report cak Page 3
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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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HCM Unsignalized Intersection Capac
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HCM Signalized Intersection Capacit
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APPENDIX E7 ALTERNATIVE 1 YEAR 2019
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APPENDIX E9 ALTERNATIVE 3 YEAR 2012
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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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