Appendix D Traffic Impact Analysis - westplainseis.com

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HCM Signalized Intersection Capacity Analysis 1: Hwy. 2 & Craig Road 2/10/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 353 1924 244 109 1678 561 170 80 91 412 68 262 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 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.92 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1787 3574 1599 1787 3574 1599 1787 1731 1787 1657 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.17 1.00 0.41 1.00 Satd. Flow (perm) 1787 3574 1599 1787 3574 1599 311 1731 767 1657 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) 380 2069 262 117 1804 603 183 86 98 443 73 282 RTOR Reduction (vph) 0 0 53 0 0 265 0 31 0 0 103 0 Lane Group Flow (vph) 380 2069 209 117 1804 338 183 153 0 443 253 0 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Prot Perm Prot Perm pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G (s) 21.5 75.3 75.3 7.5 61.3 61.3 35.2 24.2 37.2 25.2 Effective Green, g (s) 21.5 75.3 75.3 7.5 61.3 61.3 35.2 24.2 37.2 25.2 Actuated g/C Ratio 0.15 0.54 0.54 0.05 0.44 0.44 0.25 0.17 0.27 0.18 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 274 1922 860 96 1565 700 194 299 291 298 v/s Ratio Prot c0.21 0.58 0.07 c0.50 0.07 0.09 c0.13 0.15 v/s Ratio Perm 0.13 0.21 0.16 c0.27 v/c Ratio 1.39 1.08 0.24 1.22 1.15 0.48 0.94 0.51 1.52 0.85 Uniform Delay, d1 59.2 32.4 17.2 66.2 39.4 28.1 46.7 52.6 49.8 55.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 195.1 44.6 0.7 161.9 76.5 2.4 48.3 1.5 251.9 19.4 Delay (s) 254.4 76.9 17.9 228.2 115.9 30.4 94.9 54.0 301.7 75.0 Level of Service F E B F F C F D F E Approach Delay (s) 96.1 100.7 74.4 200.8 Approach LOS F F E F Intersection Summary HCM Average Control Delay 109.7 HCM Level of Service F HCM Volume to Capacity ratio 1.27 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 116.0% ICU Level of Service H Analysis Period (min) 15 Description: Signalized, Optimized c Critical Lane Group West Plains Development Traffic Impact Analysis 2/10/2011 2032-Alternative 2 Synchro 7 - Report Page 1
HCM Unsignalized Intersection Capacity Analysis 2: Hwy. 2 & Lundstrom St. 2/21/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 46 2386 36 23 2250 40 18 4 26 16 5 32 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) 47 2460 37 24 2320 41 19 4 27 16 5 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 2 2 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2361 2497 3783 4981 1248 3714 4979 1180 vC1, stage 1 conf vol 2573 2573 2388 2388 vC2, stage 2 conf vol 1210 2408 1327 2592 vCu, unblocked vol 2361 2497 3783 4981 1248 3714 4979 1180 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 % 77 87 4 53 84 39 66 82 cM capacity (veh/h) 204 183 19 9 167 27 15 186 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 47 1640 857 24 1546 814 49 55 Volume Left 47 0 0 24 0 0 19 16 Volume Right 0 0 37 0 0 41 27 33 cSH 204 1700 1700 183 1700 1700 34 57 Volume to Capacity 0.23 0.96 0.50 0.13 0.91 0.48 1.46 0.96 Queue Length 95th (ft) 22 0 0 11 0 0 135 110 Control Delay (s) 27.9 0.0 0.0 27.6 0.0 0.0 500.9 226.0 Lane LOS D D F F Approach Delay (s) 0.5 0.3 500.9 226.0 Approach LOS F F Intersection Summary Average Delay 7.8 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 Description: NB/SB Right Turn Pocket 50' (2012) West Plains Development Traffic Impact Analysis Synchro 7 - Report 2032-Alternative 2 Buildout-Mitigated 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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APPENDIX E6 ALTERNATIVE 1 YEAR 2015
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YEAR 2032 SYNCHRO WORKSHEETS Append
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Page 341 and 342: 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
Page 430 and 431: INTERSECTION SUMMARY Craig Rd./Hwy.
Page 432 and 433: QUEUE DISTANCE Largest 95% Back of
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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 Middle Dwy./Hwy. (
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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 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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