Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Signalized Intersection Capacity Analysis 10: SR-902 & Craig 2/8/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 70 284 9 14 284 93 5 108 5 118 145 190 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1000 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.96 1.00 0.99 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1787 1873 1805 1830 1770 973 1787 1721 Flt Permitted 0.28 1.00 0.49 1.00 0.44 1.00 0.58 1.00 Satd. Flow (perm) 519 1873 931 1830 823 973 1088 1721 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 78 316 10 16 316 103 6 120 6 131 161 211 RTOR Reduction (vph) 0 2 0 0 19 0 0 3 0 0 78 0 Lane Group Flow (vph) 78 324 0 16 400 0 6 123 0 131 294 0 Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 2% 2% 2% 1% 1% 1% Turn Type pm+pt pm+pt pm+pt pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 19.3 17.3 16.5 15.9 14.8 14.2 19.6 16.6 Effective Green, g (s) 19.3 17.3 16.5 15.9 14.8 14.2 19.6 16.6 Actuated g/C Ratio 0.38 0.34 0.32 0.31 0.29 0.28 0.38 0.32 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 246 634 311 569 249 270 458 559 v/s Ratio Prot c0.01 0.17 0.00 c0.22 0.00 0.13 c0.02 c0.17 v/s Ratio Perm 0.11 0.02 0.01 0.09 v/c Ratio 0.32 0.51 0.05 0.70 0.02 0.46 0.29 0.53 Uniform Delay, d1 11.0 13.5 11.9 15.5 13.0 15.3 10.5 14.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.7 0.1 3.9 0.0 1.2 0.3 0.9 Delay (s) 11.8 14.2 11.9 19.5 13.0 16.5 10.9 14.9 Level of Service B B B B B B B B Approach Delay (s) 13.7 19.2 16.3 13.9 Approach LOS B B B B Intersection Summary HCM Average Control Delay 15.6 HCM Level of Service B HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 51.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 Description: Signalized, Optimized c Critical Lane Group 2012 plus Project, Alt. 1, PH1-Mitigation Synchro 7 - Report cak Page 4
HCM Signalized Intersection Capacity Analysis 14: Hwy. 2 & Middle Access 2/8/2011 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 318 1103 982 436 674 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 3539 1583 3433 1583 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 3539 3539 1583 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 346 1199 1067 474 733 157 RTOR Reduction (vph) 0 0 0 282 0 116 Lane Group Flow (vph) 346 1199 1067 192 733 41 Turn Type Prot Perm Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Actuated Green, G (s) 27.3 80.0 48.7 48.7 31.0 31.0 Effective Green, g (s) 27.3 80.0 48.7 48.7 31.0 31.0 Actuated g/C Ratio 0.23 0.67 0.41 0.41 0.26 0.26 Clearance Time (s) 5.0 5.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 403 2359 1436 642 887 409 v/s Ratio Prot c0.20 0.34 c0.30 c0.21 v/s Ratio Perm 0.12 0.03 v/c Ratio 0.86 0.51 0.74 0.30 0.83 0.10 Uniform Delay, d1 44.5 10.1 30.3 24.1 42.0 33.9 Progression Factor 1.00 1.00 1.00 1.00 0.98 0.95 Incremental Delay, d2 16.4 0.8 3.5 1.2 8.7 0.5 Delay (s) 60.9 10.9 33.8 25.3 49.8 32.6 Level of Service E B C C D C Approach Delay (s) 22.1 31.2 46.8 Approach LOS C C D Intersection Summary HCM Average Control Delay 31.1 HCM Level of Service C HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 Description: Signalized, Optimized c Critical Lane Group 2012 plus Project, Alt. 1, PH1-Mitigation Synchro 7 - Report cak Page 5
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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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Page 186 and 187: HCM Signalized Intersection Capacit
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Page 198 and 199: APPENDIX E4 YEAR 2019 EXISTING PLUS
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Page 262 and 263: 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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