Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Signalized Intersection Capacity Analysis 5: Hwy. 2 & Hayford Rd. 2/14/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 582 1853 154 179 2073 264 113 248 213 438 168 402 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 3196 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 3196 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) 619 1971 164 190 2205 281 120 264 227 466 179 428 RTOR Reduction (vph) 0 0 31 0 0 79 0 0 5 0 220 0 Lane Group Flow (vph) 619 1971 133 190 2205 202 120 264 222 466 387 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 64.5 9.5 47.0 69.5 12.5 14.3 23.8 22.5 24.3 Effective Green, g (s) 14.5 52.0 64.5 9.5 47.0 69.5 12.5 14.3 23.8 22.5 24.3 Actuated g/C Ratio 0.12 0.43 0.54 0.08 0.39 0.58 0.10 0.12 0.20 0.19 0.20 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) 418 1545 930 141 1396 924 188 429 393 334 646 v/s Ratio Prot 0.18 c0.55 0.01 0.11 c0.62 0.04 0.07 0.07 0.04 c0.26 c0.12 v/s Ratio Perm 0.07 0.09 0.09 v/c Ratio 1.48 1.28 0.14 1.35 1.58 0.22 0.64 0.62 0.57 1.40 0.60 Uniform Delay, d1 52.9 34.1 14.0 55.4 36.6 12.3 51.7 50.4 43.6 48.9 43.6 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 228.9 129.3 0.1 195.9 264.2 0.1 6.9 2.6 1.9 195.2 1.5 Delay (s) 281.8 163.4 14.1 251.3 300.9 12.4 58.7 53.0 45.4 244.1 45.1 Level of Service F F B F F B E D D F D Approach Delay (s) 181.1 267.1 51.3 131.5 Approach LOS F F D F Intersection Summary HCM Average Control Delay 194.8 HCM Level of Service F HCM Volume to Capacity ratio 1.26 Actuated Cycle Length (s) 120.3 Sum of lost time (s) 11.0 Intersection Capacity Utilization 123.4% ICU Level of Service H Analysis Period (min) 15 Description: Optimized c Critical Lane Group West Plains Development Traffic Impact Analysis 5:00 pm 2/8/2011 2032 Alternative 3 Buildout Synchro 7 - Report Page 5
HCM Unsignalized Intersection Capacity Analysis 6: Deno Rd. & Craig Road 2/14/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 7 4 84 11 46 6 24 104 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 90 12 49 6 26 112 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 238 239 19 191 183 82 19 138 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 238 239 19 191 183 82 19 138 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 88 98 95 100 98 cM capacity (veh/h) 661 648 1065 747 695 984 1610 1459 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 12 152 144 54 Volume Left 0 90 6 34 Volume Right 4 49 112 0 cSH 755 806 1610 1459 Volume to Capacity 0.02 0.19 0.00 0.02 Queue Length 95th (ft) 1 17 0 2 Control Delay (s) 9.8 10.5 0.4 4.9 Lane LOS A B A A Approach Delay (s) 9.8 10.5 0.4 4.9 Approach LOS A B Intersection Summary Average Delay 5.6 Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15 West Plains Development Traffic Impact Analysis 5:00 pm 2/8/2011 2032 Alternative 3 Buildout Synchro 7 - Report 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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YEAR 2032 SYNCHRO WORKSHEETS Append
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Page 353 and 354: HCM Unsignalized Intersection Capac
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Page 425: APPENDIX F SIDRA ANALYSIS WORKSHEET
Page 428 and 429: MOVEMENT SUMMARY Craig Rd./Hwy. (YE
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Page 432 and 433: QUEUE DISTANCE Largest 95% Back of
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Page 443 and 444: INTERSECTION SUMMARY Middle Dwy./Hw
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INTERSECTION SUMMARY Middle Dwy./Hw
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QUEUE DISTANCE Largest 95% Back of
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MOVEMENT SUMMARY Craig Rd./Hwy. 902
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INTERSECTION SUMMARY Craig Rd./Hwy.
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YEAR 2032 SIDRA ANALYSIS WORKSHEETS
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MOVEMENT SUMMARY Craig Rd./Hwy. (YE
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MOVEMENT SUMMARY Craig Rd./Hwy. (YE
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MOVEMENT SUMMARY Middle Dwy./Hwy. (
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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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