Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Unsignalized Intersection Capacity Analysis 2: Hwy. 2 & Lundstrom St. 2/8/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 38 2264 30 19 2143 33 15 3 21 13 4 26 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 39 2334 31 20 2209 34 15 3 22 13 4 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2243 2365 3601 4710 1182 3534 4709 1122 vC1, stage 1 conf vol 2428 2428 2265 2265 vC2, stage 2 conf vol 1173 2282 1269 2443 vCu, unblocked vol 2243 2365 3601 4710 1182 3534 4709 1122 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 83 90 40 87 88 61 85 87 cM capacity (veh/h) 227 206 26 24 185 35 28 203 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 39 1556 809 20 1473 770 40 44 Volume Left 39 0 0 20 0 0 15 13 Volume Right 0 0 31 0 0 34 22 27 cSH 227 1700 1700 206 1700 1700 48 66 Volume to Capacity 0.17 0.92 0.48 0.10 0.87 0.45 0.84 0.67 Queue Length 95th (ft) 15 0 0 8 0 0 86 73 Control Delay (s) 24.1 0.0 0.0 24.3 0.0 0.0 217.2 132.9 Lane LOS C C F F Approach Delay (s) 0.4 0.2 217.2 132.9 Approach LOS F F Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 73.5% ICU Level of Service D Analysis Period (min) 15 2019 plus Project, Alt. 1, PH3 Synchro 7 - Report cak Page 2
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) 76 2201 44 93 1699 52 90 44 94 89 39 57 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 3564 1787 3558 1820 1599 1818 1599 Flt Permitted 0.95 1.00 0.95 1.00 0.55 1.00 0.53 1.00 Satd. Flow (perm) 1787 3564 1787 3558 1040 1599 998 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) 82 2367 47 100 1827 56 97 47 101 96 42 61 RTOR Reduction (vph) 0 1 0 0 1 0 0 0 42 0 0 26 Lane Group Flow (vph) 82 2413 0 100 1882 0 0 144 59 0 138 35 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 8.1 80.3 19.8 19.8 19.8 19.8 Effective Green, g (s) 8.0 80.2 8.1 80.3 19.8 19.8 19.8 19.8 Actuated g/C Ratio 0.07 0.66 0.07 0.66 0.16 0.16 0.16 0.16 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) 117 2341 119 2340 169 259 162 259 v/s Ratio Prot 0.05 c0.68 0.06 c0.53 v/s Ratio Perm c0.14 0.04 0.14 0.02 v/c Ratio 0.70 1.03 0.84 0.80 0.85 0.23 0.85 0.14 Uniform Delay, d1 55.9 20.9 56.4 15.2 49.7 44.5 49.7 43.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.3 27.0 38.5 2.0 31.6 0.5 32.6 0.2 Delay (s) 73.1 48.0 94.9 17.2 81.3 45.0 82.3 44.1 Level of Service E D F B F D F D Approach Delay (s) 48.8 21.1 66.3 70.6 Approach LOS D C E E Intersection Summary HCM Average Control Delay 39.4 HCM Level of Service D HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 122.1 Sum of lost time (s) 9.0 Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15 Description: Optimized c Critical Lane Group 2019 plus Project, Alt. 1, PH3 Synchro 7 - Report cak Page 3
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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 214 and 215: 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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