Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Signalized Intersection Capacity Analysis 3: Hwy. 2 & Lawson St 1/24/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 1144 13 87 838 14 60 27 89 45 33 20 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 3568 1787 3565 1818 1599 1828 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 0.79 1.00 Satd. Flow (perm) 1787 3568 1787 3565 1406 1599 1486 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) 42 1230 14 94 901 15 65 29 96 48 35 22 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 61 0 0 16 Lane Group Flow (vph) 42 1244 0 94 915 0 0 94 35 0 83 6 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) 4.2 44.7 11.1 51.6 12.9 12.9 12.9 12.9 Effective Green, g (s) 4.2 44.7 11.1 51.6 12.9 12.9 12.9 12.9 Actuated g/C Ratio 0.05 0.54 0.13 0.62 0.16 0.16 0.16 0.16 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) 91 1929 240 2224 219 249 232 249 v/s Ratio Prot 0.02 c0.35 0.05 c0.26 v/s Ratio Perm c0.07 0.02 0.06 0.00 v/c Ratio 0.46 0.64 0.39 0.41 0.43 0.14 0.36 0.02 Uniform Delay, d1 38.2 13.4 32.7 7.9 31.6 30.1 31.2 29.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.8 1.1 0.1 1.4 0.3 0.9 0.0 Delay (s) 41.8 14.2 33.8 8.0 32.9 30.4 32.1 29.6 Level of Service D B C A C C C C Approach Delay (s) 15.1 10.4 31.6 31.6 Approach LOS B B C C Intersection Summary HCM Average Control Delay 15.1 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 82.7 Sum of lost time (s) 9.0 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Existing PM Peak Hour Conditions Synchro 7 - Report cak Page 1
HCM Signalized Intersection Capacity Analysis 4: Hwy. 2 & Garfield St. 1/24/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 51 1057 7 37 972 125 37 6 95 98 5 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 0.95 1.00 Satd. Flow (prot) 1787 3571 1787 3574 1599 1667 1813 1615 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.89 0.62 1.00 Satd. Flow (perm) 1787 3571 1787 3574 1599 1505 1180 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 1137 8 40 1045 134 40 6 102 105 5 57 RTOR Reduction (vph) 0 0 0 0 0 66 0 65 0 0 0 45 Lane Group Flow (vph) 55 1145 0 40 1045 68 0 83 0 0 110 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) 4.9 38.5 4.4 38.0 38.0 16.0 16.0 16.0 Effective Green, g (s) 4.9 38.5 4.4 38.0 38.0 16.0 16.0 16.0 Actuated g/C Ratio 0.07 0.51 0.06 0.51 0.51 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) 117 1836 105 1813 811 321 252 345 v/s Ratio Prot c0.03 c0.32 0.02 0.29 v/s Ratio Perm 0.04 0.05 c0.09 0.01 v/c Ratio 0.47 0.62 0.38 0.58 0.08 0.26 0.44 0.04 Uniform Delay, d1 33.7 13.0 33.9 12.8 9.5 24.5 25.5 23.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.0 0.7 2.3 0.5 0.0 0.4 1.2 0.0 Delay (s) 36.7 13.7 36.2 13.3 9.5 24.9 26.8 23.4 Level of Service D B D B A C C C Approach Delay (s) 14.7 13.6 24.9 25.6 Approach LOS B B C C Intersection Summary HCM Average Control Delay 15.5 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 74.9 Sum of lost time (s) 10.5 Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Existing PM Peak Hour Conditions 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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Page 110 and 111: PROJECT: West Plains Development DA
Page 112 and 113: 1 PROJECT: DAVID EVANS and ASSOCIAT
Page 114 and 115: PROJECT: Project Location INTERSECT
Page 116 and 117: Pipeline (Year 2012) Int. # INTERSE
Page 122 and 123: APPENDIX C TRIP GENERATION/INTERNAL
Page 124 and 125: TRIP GENERATION LAND USE: SHOPPING
Page 126 and 127: TRIP GENERATION LAND USE: Quality S
Page 128 and 129: TRIP GENERATION LAND USE: POLICE ST
Page 142 and 143: ITE Multi-Use Project Internal Capt
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Page 158 and 159: HCM Unsignalized Intersection Capac
Page 162 and 163: HCM Signalized Intersection Capacit
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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