Appendix D Traffic Impact Analysis - westplainseis.com

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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. 1, PH1 Synchro 7 - Report cak Page 3
HCM Signalized Intersection Capacity Analysis 4: Hwy. 2 & Garfield St. 2/8/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 62 1552 18 37 1471 138 47 9 95 113 8 63 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 0.92 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.96 1.00 Satd. Flow (prot) 1787 3568 1787 3574 1599 1679 1815 1615 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.84 0.54 1.00 Satd. Flow (perm) 1787 3568 1787 3574 1599 1439 1027 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) 67 1669 19 40 1582 148 51 10 102 122 9 68 RTOR Reduction (vph) 0 0 0 0 0 47 0 51 0 0 0 55 Lane Group Flow (vph) 67 1688 0 40 1582 101 0 112 0 0 131 13 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) 6.7 66.4 3.7 63.4 63.4 19.5 19.5 19.5 Effective Green, g (s) 6.7 66.4 3.7 63.4 63.4 19.5 19.5 19.5 Actuated g/C Ratio 0.06 0.63 0.04 0.60 0.60 0.18 0.18 0.18 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) 113 2244 63 2146 960 266 190 298 v/s Ratio Prot c0.04 c0.47 0.02 0.44 v/s Ratio Perm 0.06 0.08 c0.13 0.01 v/c Ratio 0.59 0.75 0.63 0.74 0.11 0.42 0.69 0.04 Uniform Delay, d1 48.1 13.8 50.3 15.1 9.0 38.0 40.2 35.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.1 1.5 19.1 1.4 0.1 1.1 10.0 0.1 Delay (s) 56.2 15.3 69.3 16.5 9.0 39.1 50.2 35.4 Level of Service E B E B A D D D Approach Delay (s) 16.8 17.1 39.1 45.2 Approach LOS B B D D Intersection Summary HCM Average Control Delay 19.3 HCM Level of Service B HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 105.6 Sum of lost time (s) 16.0 Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15 Description: Optimized c Critical Lane Group 2012 plus Project, Alt. 1, PH1 Synchro 7 - Report cak Page 4
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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 168 and 169: 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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