Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Signalized Intersection Capacity Analysis 3: Hwy. 2 & Lawson St 2/14/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 84 2343 37 113 1743 63 93 54 114 108 47 61 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 0.99 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 3566 1787 3555 1823 1599 1818 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.52 1.00 0.53 1.00 Satd. Flow (perm) 1787 3566 1787 3555 978 1599 992 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) 90 2519 40 122 1874 68 100 58 123 116 51 66 RTOR Reduction (vph) 0 1 0 0 2 0 0 0 45 0 0 23 Lane Group Flow (vph) 90 2558 0 122 1940 0 0 158 78 0 167 43 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) 8.0 80.2 8.0 80.2 24.0 24.0 24.0 24.0 Effective Green, g (s) 8.0 80.2 8.0 80.2 24.0 24.0 24.0 24.0 Actuated g/C Ratio 0.06 0.64 0.06 0.64 0.19 0.19 0.19 0.19 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) 113 2266 113 2259 186 304 189 304 v/s Ratio Prot 0.05 c0.72 0.07 c0.55 v/s Ratio Perm 0.16 0.05 c0.17 0.03 v/c Ratio 0.80 1.13 1.08 0.86 0.85 0.26 0.88 0.14 Uniform Delay, d1 58.3 23.0 59.1 18.5 49.4 43.5 49.7 42.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.0 64.3 107.7 3.4 28.6 0.5 35.0 0.2 Delay (s) 89.3 87.3 166.8 21.9 77.9 44.0 84.8 42.8 Level of Service F F F C E D F D Approach Delay (s) 87.4 30.5 63.1 72.9 Approach LOS F C E E Intersection Summary HCM Average Control Delay 63.0 HCM Level of Service E HCM Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 126.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 99.0% ICU Level of Service F Analysis Period (min) 15 Description: Optimized c Critical Lane Group West Plains Development Traffic Impact Analysis Synchro 7 - Report 2032 Alternative 2 Buildout Page 3
HCM Signalized Intersection Capacity Analysis 4: Hwy. 2 & Garfield St. 2/14/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 143 2193 19 46 2296 266 55 29 118 215 23 114 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 0.99 0.96 1.00 Satd. Flow (prot) 1787 3570 1787 3574 1599 1693 1818 1615 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.68 0.51 1.00 Satd. Flow (perm) 1787 3570 1787 3574 1599 1164 977 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) 154 2358 20 49 2469 286 59 31 127 231 25 123 RTOR Reduction (vph) 0 0 0 0 0 68 0 39 0 0 0 54 Lane Group Flow (vph) 154 2378 0 49 2469 218 0 178 0 0 256 69 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) 9.5 76.9 3.9 71.3 71.3 36.2 36.2 36.2 Effective Green, g (s) 9.5 76.9 3.9 71.3 71.3 36.2 36.2 36.2 Actuated g/C Ratio 0.07 0.58 0.03 0.54 0.54 0.27 0.27 0.27 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) 128 2064 52 1916 857 317 266 440 v/s Ratio Prot c0.09 c0.67 0.03 c0.69 v/s Ratio Perm 0.14 0.15 c0.26 0.04 v/c Ratio 1.20 1.15 0.94 1.29 0.25 0.56 0.96 0.16 Uniform Delay, d1 61.8 28.0 64.4 30.9 16.6 41.6 47.7 36.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 144.2 74.4 102.9 133.9 0.2 2.3 44.6 0.2 Delay (s) 206.0 102.5 167.4 164.8 16.7 43.9 92.3 37.0 Level of Service F F F F B D F D Approach Delay (s) 108.8 149.7 43.9 74.4 Approach LOS F F D E Intersection Summary HCM Average Control Delay 123.6 HCM Level of Service F HCM Volume to Capacity ratio 1.24 Actuated Cycle Length (s) 133.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 113.8% ICU Level of Service H Analysis Period (min) 15 Description: Optimized c Critical Lane Group West Plains Development Traffic Impact Analysis Synchro 7 - Report 2032 Alternative 2 Buildout 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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APPENDIX E4 YEAR 2019 EXISTING PLUS
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APPENDIX E6 ALTERNATIVE 1 YEAR 2015
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Page 325 and 326: HCM Unsignalized Intersection Capac
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Page 333 and 334: YEAR 2032 SYNCHRO WORKSHEETS Append
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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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