Appendix D Traffic Impact Analysis - westplainseis.com

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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) 557 1607 129 179 1871 264 92 248 213 438 168 382 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 0.90 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 3202 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 3202 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) 593 1710 137 190 1990 281 98 264 227 466 179 406 RTOR Reduction (vph) 0 0 31 0 0 78 0 0 6 0 232 0 Lane Group Flow (vph) 593 1710 106 190 1990 203 98 264 221 466 353 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) 14.5 52.0 63.4 9.5 47.0 69.5 11.4 13.9 23.4 22.5 25.0 Effective Green, g (s) 14.5 52.0 63.4 9.5 47.0 69.5 11.4 13.9 23.4 22.5 25.0 Actuated g/C Ratio 0.12 0.43 0.53 0.08 0.39 0.58 0.10 0.12 0.20 0.19 0.21 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) 419 1550 919 142 1401 927 172 419 389 335 668 v/s Ratio Prot c0.17 0.48 0.01 0.11 c0.56 0.04 0.05 0.07 c0.05 c0.26 0.11 v/s Ratio Perm 0.06 0.09 0.09 v/c Ratio 1.42 1.10 0.12 1.34 1.42 0.22 0.57 0.63 0.57 1.39 0.53 Uniform Delay, d1 52.7 34.0 14.2 55.2 36.5 12.1 51.9 50.5 43.7 48.7 42.2 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 200.5 56.6 0.1 191.9 193.4 0.1 4.3 3.1 1.9 193.4 0.8 Delay (s) 253.2 90.6 14.2 247.1 229.9 12.3 56.2 53.6 45.6 242.1 43.0 Level of Service F F B F F B E D D F D Approach Delay (s) 125.8 206.4 51.0 131.2 Approach LOS F F D F Intersection Summary HCM Average Control Delay 150.3 HCM Level of Service F HCM Volume to Capacity ratio 1.31 Actuated Cycle Length (s) 119.9 Sum of lost time (s) 22.0 Intersection Capacity Utilization 117.1% ICU Level of Service H Analysis Period (min) 15 Description: Optimized c Critical Lane Group West Plains Develoment Traffic Impact Analysis Synchro 7 - Report 2032 Base Volumes Page 5
HCM Unsignalized Intersection Capacity Analysis 6: Deno Rd. & Craig Road 2/10/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 7 4 17 11 46 6 24 22 32 18 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 0 8 4 18 12 49 6 26 24 34 19 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 194 151 19 147 139 38 19 49 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 194 151 19 147 139 38 19 49 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 99 100 98 98 95 100 98 cM capacity (veh/h) 710 726 1065 800 736 1040 1610 1570 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 12 80 56 54 Volume Left 0 18 6 34 Volume Right 4 49 24 0 cSH 821 920 1610 1570 Volume to Capacity 0.01 0.09 0.00 0.02 Queue Length 95th (ft) 1 7 0 2 Control Delay (s) 9.5 9.3 0.9 4.8 Lane LOS A A A A Approach Delay (s) 9.5 9.3 0.9 4.8 Approach LOS A A Intersection Summary Average Delay 5.7 Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) 15 West Plains Develoment Traffic Impact Analysis Synchro 7 - Report 2032 Base Volumes Page 6
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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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APPENDIX E7 ALTERNATIVE 1 YEAR 2019
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Page 289 and 290: HCM Unsignalized Intersection Capac
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Page 311 and 312: APPENDIX E9 ALTERNATIVE 3 YEAR 2012
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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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