Appendix D Traffic Impact Analysis - westplainseis.com

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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) 125 2057 23 38 2134 219 52 24 97 177 19 100 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 3568 1787 3574 1599 1697 1818 1615 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.69 0.53 1.00 Satd. Flow (perm) 1787 3568 1787 3574 1599 1195 1009 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) 134 2212 25 41 2295 235 56 26 104 190 20 108 RTOR Reduction (vph) 0 0 0 0 0 56 0 37 0 0 0 58 Lane Group Flow (vph) 134 2237 0 41 2295 179 0 149 0 0 210 50 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 77.1 3.9 71.5 71.5 28.7 28.7 28.7 Effective Green, g (s) 9.5 77.1 3.9 71.5 71.5 28.7 28.7 28.7 Actuated g/C Ratio 0.08 0.61 0.03 0.57 0.57 0.23 0.23 0.23 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) 135 2188 55 2033 910 273 230 369 v/s Ratio Prot c0.07 c0.63 0.02 c0.64 v/s Ratio Perm 0.11 0.12 c0.21 0.03 v/c Ratio 0.99 1.02 0.75 1.13 0.20 0.55 0.91 0.14 Uniform Delay, d1 58.1 24.3 60.4 27.1 13.2 42.8 47.3 38.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 74.9 25.1 41.8 64.9 0.1 2.2 36.4 0.2 Delay (s) 133.0 49.4 102.2 92.0 13.3 45.0 83.7 38.8 Level of Service F D F F B D F D Approach Delay (s) 54.1 85.0 45.0 68.5 Approach LOS D F D E Intersection Summary HCM Average Control Delay 69.2 HCM Level of Service E HCM Volume to Capacity ratio 1.12 Actuated Cycle Length (s) 125.7 Sum of lost time (s) 21.5 Intersection Capacity Utilization 104.3% ICU Level of Service G Analysis Period (min) 15 Description: Optimized c Critical Lane Group 2019 plus Project, Alt. 1, PH3 Synchro 7 - Report cak Page 4
HCM Signalized Intersection Capacity Analysis 5: Hwy. 2 & Hayford Rd. 2/10/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 505 1793 153 147 1990 217 121 204 175 360 138 359 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 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.89 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3467 3574 1599 1787 3574 1599 1805 3610 1615 1787 3187 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3467 3574 1599 1787 3574 1599 1805 3610 1615 1787 3187 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 537 1907 163 156 2117 231 129 217 186 383 147 382 RTOR Reduction (vph) 0 0 33 0 0 83 0 0 3 0 199 0 Lane Group Flow (vph) 537 1907 130 156 2117 148 129 217 183 383 330 0 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1% Turn Type Prot pm+ov Prot pm+ov Prot pm+ov Prot Protected Phases 5 2 3 1 6 7 3 8 1 7 4 Permitted Phases 2 6 8 Actuated Green, G (s) 12.5 59.1 72.6 8.5 55.1 71.6 13.5 15.9 24.4 16.5 18.9 Effective Green, g (s) 12.5 59.1 72.6 8.5 55.1 71.6 13.5 15.9 24.4 16.5 18.9 Actuated g/C Ratio 0.10 0.48 0.60 0.07 0.45 0.59 0.11 0.13 0.20 0.14 0.15 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 2.5 3.0 3.0 2.1 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 355 1731 1024 125 1614 938 200 470 396 242 494 v/s Ratio Prot c0.15 0.53 0.01 0.09 c0.59 0.02 0.07 0.06 0.03 c0.21 c0.10 v/s Ratio Perm 0.07 0.07 0.08 v/c Ratio 1.51 1.10 0.13 1.25 1.31 0.16 0.65 0.46 0.46 1.58 0.86dr Uniform Delay, d1 54.8 31.4 10.8 56.8 33.5 11.5 52.0 49.1 43.0 52.8 48.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 244.8 55.1 0.1 161.6 144.8 0.1 7.0 0.7 0.9 281.0 3.4 Delay (s) 299.6 86.6 10.9 218.4 178.2 11.6 58.9 49.8 43.9 333.8 52.0 Level of Service F F B F F B E D D F D Approach Delay (s) 125.7 165.4 49.9 170.4 Approach LOS F F D F Intersection Summary HCM Average Control Delay 140.9 HCM Level of Service F HCM Volume to Capacity ratio 1.30 Actuated Cycle Length (s) 122.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 113.3% ICU Level of Service H Analysis Period (min) 15 Description: Optimized dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group 2019 plus Project, Alt. 1, PH3 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 216 and 217: HCM Unsignalized Intersection Capac
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Page 238 and 239: 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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