Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Unsignalized Intersection Capacity Analysis 2: Hwy. 2 & Lundstrom St. 2/8/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 24 1688 30 19 1447 29 15 3 21 11 4 15 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) 25 1740 31 20 1492 30 15 3 22 11 4 15 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 1522 1771 2608 3366 886 2489 3366 761 vC1, stage 1 conf vol 1805 1805 1546 1546 vC2, stage 2 conf vol 803 1561 943 1821 vCu, unblocked vol 1522 1771 2608 3366 886 2489 3366 761 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 % 94 94 79 96 93 89 95 96 cM capacity (veh/h) 434 352 74 88 292 99 83 352 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 25 1160 611 20 995 527 40 31 Volume Left 25 0 0 20 0 0 15 11 Volume Right 0 0 31 0 0 30 22 15 cSH 434 1700 1700 352 1700 1700 126 149 Volume to Capacity 0.06 0.68 0.36 0.06 0.59 0.31 0.32 0.21 Queue Length 95th (ft) 5 0 0 4 0 0 31 19 Control Delay (s) 13.8 0.0 0.0 15.8 0.0 0.0 46.3 35.5 Lane LOS B C E E Approach Delay (s) 0.2 0.2 46.3 35.5 Approach LOS E E Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15 2012 plus Project, Alt. 2, Buildout Synchro 7 - Report cak Page 2
HCM Signalized Intersection Capacity Analysis 3: Hwy. 2 & Lawson St 2/8/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 55 1661 35 87 1291 23 80 31 89 56 34 35 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 3563 1787 3565 1816 1599 1825 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.65 1.00 0.63 1.00 Satd. Flow (perm) 1787 3563 1787 3565 1222 1599 1188 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) 59 1786 38 94 1388 25 86 33 96 60 37 38 RTOR Reduction (vph) 0 1 0 0 1 0 0 0 49 0 0 24 Lane Group Flow (vph) 59 1823 0 94 1412 0 0 119 47 0 97 14 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) 6.1 77.4 9.2 80.5 16.6 16.6 16.6 16.6 Effective Green, g (s) 6.1 77.4 9.2 80.5 16.6 16.6 16.6 16.6 Actuated g/C Ratio 0.05 0.66 0.08 0.69 0.14 0.14 0.14 0.14 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) 93 2353 140 2449 173 226 168 226 v/s Ratio Prot 0.03 c0.51 0.05 c0.40 v/s Ratio Perm c0.10 0.03 0.08 0.01 v/c Ratio 0.63 0.77 0.67 0.58 0.69 0.21 0.58 0.06 Uniform Delay, d1 54.5 13.8 52.5 9.5 47.8 44.5 47.0 43.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.3 1.7 12.0 0.3 10.8 0.5 4.7 0.1 Delay (s) 67.8 15.6 64.5 9.8 58.7 44.9 51.8 43.7 Level of Service E B E A E D D D Approach Delay (s) 17.2 13.2 52.5 49.5 Approach LOS B B D D Intersection Summary HCM Average Control Delay 18.8 HCM Level of Service B HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 117.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 Description: Optimized c Critical Lane Group 2012 plus Project, Alt. 2, Buildout 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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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 311 and 312: APPENDIX E9 ALTERNATIVE 3 YEAR 2012
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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