Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Unsignalized Intersection Capacity Analysis 18: South Access & Craig Road 2/8/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 66 0 157 0 0 0 172 363 0 0 307 63 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 72 0 171 0 0 0 187 395 0 0 334 68 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 1136 1136 368 1273 1171 395 402 395 vC1, stage 1 conf vol 368 368 768 768 vC2, stage 2 conf vol 768 768 504 402 vCu, unblocked vol 1136 1136 368 1273 1171 395 402 395 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 77 100 75 100 100 100 84 100 cM capacity (veh/h) 308 319 677 198 294 655 1156 1164 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 72 171 0 187 395 0 402 Volume Left 72 0 0 187 0 0 0 Volume Right 0 171 0 0 0 0 68 cSH 308 677 1700 1156 1700 1700 1700 Volume to Capacity 0.23 0.25 0.00 0.16 0.23 0.00 0.24 Queue Length 95th (ft) 22 25 0 14 0 0 0 Control Delay (s) 20.2 12.1 0.0 8.7 0.0 0.0 0.0 Lane LOS C B A A Approach Delay (s) 14.5 0.0 2.8 0.0 Approach LOS B A Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15 2015 plus Project, Alt. 1, PH2 Synchro 7 - Report cak Page 18
HCM Signalized Intersection Capacity Analysis 1: Hwy. 2 & Craig Road 2/8/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 142 1632 258 86 1419 309 195 99 73 236 85 107 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 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1787 3574 1599 1787 3574 1599 1787 1762 1787 1724 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.38 1.00 0.38 1.00 Satd. Flow (perm) 1787 3574 1599 1787 3574 1599 721 1762 720 1724 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) 153 1755 277 92 1526 332 210 106 78 254 91 115 RTOR Reduction (vph) 0 0 69 0 0 157 0 26 0 0 45 0 Lane Group Flow (vph) 153 1755 208 92 1526 175 210 158 0 254 161 0 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Prot Perm Prot Perm pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G (s) 10.7 64.7 64.7 6.5 60.5 60.5 21.8 16.8 23.8 17.8 Effective Green, g (s) 10.7 64.7 64.7 6.5 60.5 60.5 21.8 16.8 23.8 17.8 Actuated g/C Ratio 0.09 0.56 0.56 0.06 0.53 0.53 0.19 0.15 0.21 0.15 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 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 Lane Grp Cap (vph) 166 2011 900 101 1880 841 183 257 205 267 v/s Ratio Prot c0.09 c0.49 0.05 0.43 0.05 0.09 c0.06 0.09 v/s Ratio Perm 0.13 0.11 0.17 c0.19 v/c Ratio 0.92 0.87 0.23 0.91 0.81 0.21 1.15 0.62 1.24 0.60 Uniform Delay, d1 51.7 21.6 12.6 54.0 22.5 14.5 46.4 46.1 45.2 45.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 47.4 5.6 0.6 61.5 3.9 0.6 111.8 4.3 142.0 3.8 Delay (s) 99.2 27.2 13.2 115.5 26.5 15.1 158.2 50.4 187.2 49.1 Level of Service F C B F C B F D F D Approach Delay (s) 30.5 28.7 107.9 125.4 Approach LOS C C F F Intersection Summary HCM Average Control Delay 44.7 HCM Level of Service D HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 Description: Signalized, Optimized c Critical Lane Group 2015 plus Project, Alt. 1, PH2-Mitigation Synchro 7 - Report cak 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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Page 286: HCM Signalized Intersection Capacit
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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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