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Response to Completeness Review (4-24-14)
)\LMFMX% E40 WR-4C WR-4B E30 H E30 G AMA-7A AMA-6B AMA-6C E30 F AMA-10 AMA-7B AMA-9 AMA-11B AMA-16 E30 E AMA-12A AMA-7C AMA-12B AMA-7D E37 B-2 E81 AMA-7E E37 C-2 AMA-7F E83 E86 G E37 C-1 E86 F E37 D E86 E E37 E-2 E37 E86 H E37 Q- E37 E-3 E86 C E3 E37 P E86 D E37 E-1 E AMA-14 E30 D E37 I E37 M-1 E37 J-5 E37 J-5 E37H ² Goal 5 Water Resources Conservation Plan, Section IV, Map 10 Eugene Goal 5 ESEE Conclusions Protected Goal 5 Resources Eugene Urban Growth BoundaryWetland Designated for Protection Eugene City LimitsRiparian Corridor Designated for Protection Feet TaxlotsUpland Wildlife Habitat Designated for Protection 06201,2401,860 I-105 E42 I-105 E42 MARTIN LUTHER KING JR BLVD W 2ND AVE E42 E42 3RD AVE E42 4TH AVE' W 5TH AVE E42 E42 W 11TH AVE E40 W 13TH AVE E 13TH AVE E40 E30 E39 W 18TH AVE 16TH AVE E30 E 19TH AVE E78 E78 E78 E38 A E78 E 24TH AVE E38 F E38 HE38 G E38 A E78 E38 E W 27TH AVE E78 E30 E78 W 29TH AVE E37 A E38 D E 30TH AVE E38 C E38 B E37 B E37 R E37 A CREST DRIVE E81 E38 B E 33RD AVE E37 R E37 S CREST DR E37 C E83 FIRLAND E86E37 T W 39TH AVE E37 C AVE E86 E37 D E37 Q E37 Q E86 E86 E37 E E 43rd AVE E86 E37 Q E86 E37 E E86 E37 P E37 O E37 N E37 F E37 M E37 G E37 I E30 E37 M E37 H E37 J E37 J E37 L E37 K E37 J E37 L E37 K Goal 5 Water Resources Conservation Plan, Section III N Significant Goal 5 Riparian Corridors and Wildlife Habitat Sites within the Eugene Urban Growth Boundary 1 Tile 3 - Southeast Eugene 00.250.51 4 October 24, 2005 Miles 2 Urban Growth BoundaryEugene City Limits 3 West Eugene Wetland BoundarySignificant Riparian Corridors Tax LotsSignificant Wildlife Habitat Sites ESEE Conclusions Summary Table - Upland Wildlife Habitat Sites October 24, 2005 PROPOSED PROPOSEDSETBACKESEE SITESUB-SITEPROTECTION(Feet from CONCLUSIONS SITENAMELABELLABELTYPEACRESESEE CONCLUSIONLEVEL*TOB)**MAP NUMBER West Eugene UplandsE35E35 AU5.61Limit conflicting usesStream Category C407 West Eugene UplandsE35E35 B1-B2U4.41Limit conflicting usesStream Category C407 West Eugene UplandsE35E35 B-3U4.87Limit conflicting usesStream Category D207 West Eugene UplandsE35E35 B-4U1.50Fully allow conflicting usesNone0 West Eugene UplandsE35E35 CU2.46Fully allow conflicting usesNone0 West Eugene UplandsE35E35 DU1.98Fully allow conflicting usesNone0 West Eugene UplandsE35E35 EU5.46Limit conflicting usesStream Category C406 West Eugene UplandsE35E35 FU4.38Limit conflicting usesStream Category C407 West Eugene UplandsE35E35 GU0.84Fully allow conflicting usesNone0 West Eugene UplandsE35E35 HU0.51Limit conflicting usesStream Category C406 West Eugene UplandsE35E35 IU0.33Limit conflicting usesStream Category C406 Southwest HillsE37E37 AU2.65Fully allow conflicting usesNone0 Southwest HillsE37E37 B-1U0.10Fully allow conflicting usesNone0 Southwest HillsE37E37 B-2U2.25Limit conflicting usesStream Category D208 Southwest HillsE37E37 C-1U2.01Limit conflicting usesStream Category C408 Southwest HillsE37E37 C-2U1.19Limit conflicting usesStream Category D208 Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208 Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208Southwest HillsE37E37 DU3.01Limit conflicting usesStream Category D208 Southwest HillsE37E37 E-1U1.40Limit conflicting usesStream Category C408 Southwest HillsE37E37 E-2U4.69Limit conflicting usesStream Category C408 Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408 Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408Southwest HillsE37E37 E-3U0.99Limit conflicting usesStream Category C408 Southwest HillsE37E37 FU0.90Fully allow conflicting usesNone0 Southwest HillsE37E37 GU1.18Fully allow conflicting usesNone0 Southwest HillsE37E37 HU11.20Limit conflicting usesStream Category C409 Southwest HillsE37E37 I-1U1.14Limit conflicting usesStream Category C409 Southwest HillsE37E37 I-2U0.54Limit conflicting usesStream Category D209 Southwest HillsE37E37 I-3U0.78Limit conflicting usesStream Category C409 Southwest HillsE37E37 J-1U2.91Limit conflicting usesStream Category C409 Southwest HillsE37E37 J-2U2.00Limit conflicting usesStream Category C409 Southwest HillsE37E37 J-4U0.71Fully allow conflicting usesNone0 Southwest HillsE37E37 J-5U10.06Limit conflicting usesStream Category C409 Southwest HillsE37E37 KU16.87Limit conflicting usesStream Category C409 Southwest HillsE37E37 LU16.50Limit conflicting usesStream Category C409 Southwest HillsE37E37 M-1U5.40Limit conflicting usesStream Category C409 Southwest HillsE37E37 M-2U0.83Fully allow conflicting usesNone0 Southwest HillsE37E37 M-3U1.40Limit conflicting usesStream Category C409 Southwest HillsE37E37 NU1.10Fully allow conflicting usesNone0 Southwest HillsE37E37 OU1.74Limit conflicting usesStream Category C409 Southwest HillsE37E37 PU3.58Limit conflicting usesStream Category C4011 Southwest HillsE37E37 Q-1U3.01Limit conflicting usesStream Category C4011 Southwest HillsE37E37 Q-2U1.88Limit conflicting usesStream Category C4011 Southwest HillsE37E37 Q-3U1.93Limit conflicting usesStream Category C4011 Southwest HillsE37E37 Q-5U1.28Fully allow conflicting usesNone0 Southwest HillsE37E37 Q-6U1.12Fully allow conflicting usesNone0 Southwest HillsE37E37 RU0.69Fully allow conflicting usesNone0 Southwest HillsE37E37 SU5.04Limit conflicting usesStream Category C4011 Southwest HillsE37E37 TU0.56Fully allow conflicting usesNone0 Laurel HillE38E38 AU3.42Limit conflicting usesStream Category C4011 Laurel HillE38E38 BU2.06Fully allow conflicting usesNone0 Laurel HillE38E38 CU11.04Limit conflicting usesStream Category C4011 Laurel HillE38E38 DU7.09Limit conflicting usesStream Category C4011 Laurel HillE38E38 EU4.22Fully allow conflicting usesNone0 Laurel HillE38E38 FU2.98Limit conflicting usesStream Category C4011 Laurel HillE38E38 GU0.89Fully allow conflicting usesNone0 Laurel HillE38E38 HU0.51Fully allow conflicting usesNone0 *Stream categories are from the draft /WR Water Resources Conservation Overlay Zone **Setback distances are measured from top of bank (TOB) ESEE Conclusions Summary Table - Riparian Corridor Sites 9/1/05 PROPOSED PROPOSEDSETBACKESEE SITESUB-SITEPROTECTION(Feet from CONCLUSIONS SITENAMELABELLABELTYPEACRESESEE CONCLUSIONLEVEL*TOB)**MAP NUMBER Amazon Channel Natural/UrbanE30E30 AR14.14Limit Conflicting UsesStream Category B605 Amazon Channel Natural/UrbanE30E30 BR5.19Limit Conflicting UsesStream Category B605 Amazon Channel Natural/UrbanE30E30 DR11.37Limit Conflicting UsesStream Category B6010 Amazon Channel Natural/UrbanE30E30 ER9.12Limit Conflicting UsesStream Category B6010 Amazon Channel Natural/UrbanE30E30 FR1.69Limit Conflicting UsesStream Category E010 Amazon Channel Natural/UrbanE30E30 GR2.95Limit Conflicting UsesStream Category E010 Amazon Channel Natural/UrbanE30E30 HR10.48Limit Conflicting UsesStream Category B6010 Glenwood SloughE39E39R0.10Fully Allow Conflicting UsesNone0 Riverfront ParkE40E40R16.85Limit Conflicting UsesStream Category C4013 Alton Baker (Riparian)E42E42 A-1R6.75Limit Conflicting UsesStream Category E013 Alton Baker (Riparian)E42E42 A-2R9.67Limit Conflicting UsesStream Category C4013 Alton Baker (Riparian)E42E42 A-3R13.75Limit Conflicting UsesStream Category C4013 Alton Baker (Riparian)E42E42 A-4R15.58Limit Conflicting UsesStream Category C4013 Alton Baker (Riparian)E42E42 A-5R10.59Limit Conflicting UsesStream Category C4013 Alton Baker (Riparian)E42E42 BR22.32Limit Conflicting UsesStream Category C4013 Alton Baker (Riparian)E42E42 C-1R2.46Limit Conflicting UsesStream Category C4013 Alton Baker (Riparian)E42E42 C-2R6.84Limit Conflicting UsesStream Category D2013 Alton Baker (Riparian)E42E42 C-3R9.82Limit Conflicting UsesStream Category D2013 Alton Baker (Riparian)E42E42 C-4R1.68Fully Allow Conflicting UsesNone0 Ascot ParkE45E45 AR2.70Fully Allow Conflicting UsesNone0 Ascot ParkE45E45 BR0.48Fully Allow Conflicting UsesNone0 Ascot ParkE45E45 CR0.80Fully Allow Conflicting UsesNone0 Ascot ParkE45E45 DR5.29Fully Allow Conflicting UsesNone0 Beltline Drainage ChannelE48E48 A1R0.45Fully Allow Conflicting UsesNone0 Beltline Drainage ChannelE48E48 A2R3.80Fully Allow Conflicting UsesNone0 Ayres Pond/Dodson SloughE48E48 B-1R1.59Limit Conflicting UsesStream Category C4015 Ayres Pond/Dodson SloughE48E48 B-3R1.05Limit Conflicting UsesStream Category D2015 Ayres Pond/Dodson SloughE48E48 B-4R29.20Limit Conflicting UsesStream Category C4015 Ayres Pond/Dodson SloughE48E48 B-5R3.21Fully Allow Conflicting UsesNone0 Debrick SloughE50E50 AR4.28Limit Conflicting UsesStream Category D2014 Debrick SloughE50E50 BR10.32Limit Conflicting UsesStream Category D2014 Debrick SloughE50E50 CR1.95Fully Allow Conflicting UsesNone0 River Loop No. 1E56E56 A-1R0.45Fully Allow Conflicting UsesNone0 River Loop No. 1E56E56 A-2R0.84Limit Conflicting UsesStream Category D2016 River Loop No. 1E56E56 BR0.97Limit Conflicting UsesStream Category D2016 East Santa Clara WaterwayE57E57 AR1.70Fully Allow Conflicting UsesNone0 East Santa Clara WaterwayE57E57 BR4.98Fully Allow Conflicting UsesNone0 East Santa Clara WaterwayE57E57 CR6.05Limit Conflicting UsesStream Category D2016 East Santa Clara WaterwayE57E57 DR7.01Limit Conflicting UsesStream Category C4016 Spring CreekE58E58 AR2.49Limit Conflicting UsesStream Category C401 Spring CreekE58E58 BR5.30Limit Conflicting UsesStream Category C401 Spring CreekE58E58 C1-C2R1.19Limit Conflicting UsesStream Category D201 Spring CreekE58E58 C-3R0.19Fully Allow Conflicting UsesNone0 Spring CreekE58E58 DR8.89Limit Conflicting UsesStream Category D201 Flat CreekE59E59 AR3.42Limit Conflicting UsesStream Category D201 Flat CreekE59E59 B-1R2.21Limit Conflicting UsesStream Category D201 Flat CreekE59E59 B-2R0.36Limit Conflicting UsesStream Category E01 Flat CreekE59E59 B-3R1.11Limit Conflicting UsesStream Category D201 Flat CreekE59E59 CR5.37Limit Conflicting UsesStream Category D201 Flat CreekE59E59 DR3.28Limit Conflicting UsesStream Category D201 Flat CreekE59E59 ER0.94Fully Allow Conflicting UsesNone0 A-1 ChannelE60E60 AR12.20Limit Conflicting UsesStream Category D202 A-1 ChannelE60E60 BR7.65Limit Conflicting UsesStream Category D202 A-1 ChannelE60E60 CR2.16Fully Allow Conflicting UsesNone0 Middle Flat CreekE61E61 AR0.96Limit Conflicting UsesStream Category C403 Middle Flat CreekE61E61 BR3.80Limit Conflicting UsesStream Category C403 Middle Flat CreekE61E61 C-1R7.69Limit Conflicting UsesStream Category C403 Middle Flat CreekE61E61 C-2R2.00Limit Conflicting UsesStream Category D203 Middle Flat CreekE61E61 DR8.08Limit Conflicting UsesStream Category D203 Middle Flat CreekE61E61 ER2.08Limit Conflicting UsesStream Category D203 Middle Flat CreekE61E61 FR1.48Fully Allow Conflicting UsesNone0 NW Expressway PondsE62E62 AR10.32Limit Conflicting UsesStream Category C403 NW Expressway PondsE62E62 BR8.47Limit Conflicting UsesStream Category D203 Taney WaterwayE64E64R1.69Fully Allow Conflicting UsesNone0 Empire PondE65E65R3.13Limit Conflicting UsesStream Category D203 Golden Gardens (DeSoto Lake)E66E66R5.30Limit Conflicting UsesStream Category D204 Highway 99/McDougalE68E68R6.68Limit Conflicting UsesStream Category D203 Emerald Park/South Flat CreekE69E69 AR3.40Fully Allow Conflicting UsesNone0 Emerald Park/South Flat CreekE69E69 BR4.77Limit Conflicting UsesStream Category D203 PROPOSED SETBACKESEE PROPOSED (Feet from CONCLUSIONS SITESUB-SITEPROTECTION SITENAMELABELLABELTYPEACRESESEE CONCLUSIONLEVEL*TOB)**MAP NUMBER Emerald Park/South Flat CreekE69E69 CR4.42Fully Allow Conflicting UsesNone0 Beltline/A-2 ChannelE70E70R1.24Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 AR2.60Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 B-1R2.32Limit Conflicting UsesStream Category D205 Marshall DitchE72E72 B-2AR1.06Limit Conflicting UsesStream Category E05 Marshall DitchE72E72 B-2BR0.73Limit Conflicting UsesStream Category D205 Marshall DitchE72E72 B-3AR0.87Limit Conflicting UsesStream Category E05 Marshall DitchE72E72 B-3BR0.07Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 B-3CR0.36Limit Conflicting UsesStream Category E05 Marshall DitchE72E72 B-3DR0.02Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 B-4AR0.25Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 B-4BR0.73Limit Conflicting UsesStream Category E05 Marshall DitchE72E72 B-4CR0.19Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 B-4DR2.47Limit Conflicting UsesStream Category E05 Marshall DitchE72E72 B-4ER0.10Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 B-4FR0.44Fully Allow Conflicting UsesNone0 Marshall DitchE72E72 CR1.95Fully Allow Conflicting UsesNone0 County Farm RoadE73E73 AR2.51Fully Allow Conflicting UsesNone0 County Farm RoadE73E73 BR2.26Fully Allow Conflicting UsesNone0 Goodpasture Island SloughE75E75 A-1R17.07Limit Conflicting UsesStream Category B6013 Goodpasture Island SloughE75E75 A-2R3.23Limit Conflicting UsesStream Category D2013 Goodpasture Island SloughE75E75 B-1R3.78Limit Conflicting UsesStream Category C4013 Goodpasture Island SloughE75E75 B-2R4.40Limit Conflicting UsesStream Category C4013 Goodpasture Island SloughE75E75 B-3R2.26Fully Allow Conflicting UsesNone0 Goodpasture Island SloughE75E75 B-4R5.14Limit Conflicting UsesStream Category E013 Goodpasture Island SloughE75E75 B-5R1.43Fully Allow Conflicting UsesNone0 North GilhamE76E76 A-1R0.41Fully Allow Conflicting UsesNone0 North GilhamE76E76 A-2R1.32Fully Allow Conflicting UsesNone0 North GilhamE76E76 B-1R0.56Fully Allow Conflicting UsesNone0 North GilhamE76E76 B-2R3.40Limit Conflicting UsesStream Category D2015 North GilhamE76E76 B-3R3.20Limit Conflicting UsesStream Category D2015 Augusta Creek/Laurel Valley CreekE78E78 AR0.64Fully Allow Conflicting UsesNone0 Augusta Creek/Laurel Valley CreekE78E78 BR0.63Fully Allow Conflicting UsesNone0 Augusta Creek/Laurel Valley CreekE78E78 DR0.40Fully Allow Conflicting UsesNone0 Augusta Creek/Laurel Valley CreekE78E78 ER0.47Fully Allow Conflicting UsesNone0 Augusta Creek/Laurel Valley CreekE78E78 FR0.05Fully Allow Conflicting UsesNone0 Augusta Creek/Laurel Valley CreekE78E78 GR1.60Limit Conflicting UsesStream Category D2012 Augusta Creek/Laurel Valley CreekE78E78 HR3.80Limit Conflicting UsesStream Category D2012 Augusta Creek/Laurel Valley CreekE78E78 IR0.64Limit Conflicting UsesStream Category D2012 Lorane Highway RiparianE81E81R5.82Limit Conflicting UsesStream Category C4010 Tugman Creek RiparianE83E83R3.18Limit Conflicting UsesStream Category D2010 Braeburn RiparianE86E86 A-BR1.89Fully Allow Conflicting UsesNone0 Braeburn RiparianE86E86 CR1.55Limit Conflicting UsesStream Category C4010 Braeburn RiparianE86E86 DR5.69Limit Conflicting UsesStream Category C4010 Braeburn RiparianE86E86 ER0.29Limit Conflicting UsesStream Category C4010 Braeburn RiparianE86E86 FR0.13Limit Conflicting UsesStream Category C4010 Braeburn RiparianE86E86 GR1.85Limit Conflicting UsesStream Category C4010 Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010 Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010Braeburn RiparianE86E86 HR0.46Limit Conflicting UsesStream Category D2010 Willow Creek TributariesE87E87 AR0.48Fully Allow Conflicting UsesNone0 Willow Creek TributariesE87E87 BR5.18Limit Conflicting UsesStream Category C406 Willow Creek TributariesE87E87 CR0.62Limit Conflicting UsesStream Category D206 Bailey Hill RiparianE88E88R4.78Limit Conflicting UsesStream Category C406 Willamette RiverWAWAR453.49Limit Conflicting UsesStream Category A10013 *Stream categories are from the draft /WR Water Resources Conservation Overlay Zone **Setback distances are measured from top of bank (TOB) )<,-&-8& )\LMFMX' Exhibit D )\LMFMX+ REST HAVEN METRO PLAN AMENDMENT AND ZONE CHANGE TRANSPORTATION PLANNING RULE ANALYSIS Eugene, Oregon %(,3URMHFW Prepared for: Charles Wiper, Inc. 3900 Willamette Street Eugene, OR 97401 March 31, 2015 Contents Page No. 1.0EXECUTIVE SUMMARY ................................................................................................. 1 1.1Description 1 1.2Traffic 1 1.3Results 1 2.0INTRODUCTION ............................................................................................................. 2 3.0EXISTING CONDITIONS ............................................................................................... 3 3.1Roadway Network 3 3.2Intersections 4 3.3Transit and Non-Motorized Facilities 6 3.4Existing Traffic Volumes 6 4.0FUTURE BACKGROUND TRAFFIC VOLUMES ...................................................... 8 4.1Traffic Growth 8 5.0DEVELOPMENT LEVEL TRAFFIC CONDITIONS .............................................. 11 5.1Development 11 5.2Trip Generation 11 5.3Traffic Distribution and Trip Assignment 13 5.4Intersection Performance 18 6.0TRANSPORTATION PLANNING RULE ................................................................. 20 7.0RECOMENDATIONS AND CONCLUSION ........................................................... 22 7.1Performance Analysis 22 7.2State Transportation Planning Rule Criteria 22 7.3Conclusion 22 Branch Engineering, Inc. LIST OF TABLES Table 1: Roadway Network ..........................................................................3 Table 2: Study Area Intersections ................................................................4 Table 3: PM Peak Hour Trip Generation .....................................................12 Table 4: Level of Service Criteria ...............................................................18 Table 5: Build-Out PM Peak Hour Intersection Performance .......................19 LIST OF FIGURES Figure 1: Existing Lane Configurations and Intersection Controls .................5 Figure 2: Year 2011 Design Hour¶([LVWLQJ·7UDIILF9ROXPHV Figure 3: Growth Rates Calculated from LCOG's Envision Eugene Models ......9 Figure 4: Year 2027 Design Hour¶%DFNJURXQG·7UDIILF9ROXPHV Figure 5A: Trip Distribution: New Trips From Build-Out of Public Land Uses .14 Figure 5B: Trip Distribution: New Trips From Build-Out of Proposed Low Density Residential Uses ..........................................................................15 Figure 6: Planning Horizon Year 2027 Design Hour 'Build' Total Traffic Volumes with Public Land Zoning and Park Uses ........................................16 Figure 6: Planning Horizon Year 2027 Design Hour 'Build' Total Traffic Volumes with Proposed R-1 Low Density Residential Zoning and LDR Use ..17 LIST OF APPENDICES APPENDIX A: TRAFFIC STUDY SCOPING CHECKLIST APPENDIX B: TRAFFIC COUNT SUMMARIES Appendix C: EMME/2 MODEL RUNS AND GROWTH RATE CALCULATIONS APPENDIX D: ITE TRIP GENERATION DATA APPENDIX E: SYNCHRO OUTPUTS © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 1.0EXECUTIVE SUMMARY 1.1Description The subject site is located west of Willamette Street and south of W. 39 Avenue in Eugene, th Oregon, and is identified as tax lot 300 of tax map 18-03-18-00 and tax lot 2100 of tax map 18- 03-07-43. The total land on the site totals approximately 73.90 acres. Currently, the zoning of the land consists of a public land (PL) designation north of the intersection of E. 40 Avenue at th Willamette Street (~27.63 ac.) and residential (R-1) designation to the south (~46.27 ac.). The metro plan designation, which is not consistent with the current zoning map, shows most of the land designated for parks and open space uses per city of Eugene Development Code. The land use applications propose to amend the metro plan designation and zoning map to allow potential development of the site consistent with WKH&LW\RI(XJHQH·VGHYHORSPHQWFRGHFULWHULD for low density residential designations and R-1 zoning. Currently, a cemetery is located on the site that totals approximately 27.63 acres of land and is planned to remain. 1.2Traffic Intersection operational performances were evaluated for the 30 highest hour (design hour) th traffic conditions for year 2015 existing conditions and at the end of the year 2027 planning horizon with and without the traffic from build-out of the existing and proposed zoning with reasonable worst case development scenarios for transportation planning rule (TPR) compliance. The TPR analysis is required by Oregon Administrative Rules (OARs) to determine if the subject ODQGXVHDSSOLFDWLRQZRXOGUHVXOWLQD´VLJQLILFDQWLPSDFWµDVGHILQHGXQGHUWKH6WDWHZLGH 3ODQQLQJ*RDO´7UDQVSRUWDWLRQµ2$5 &RPSOLDQFHZLWK*RDOFULWHULD requires an analysis and comparison of build-out of background conditions and build-out of proposed conditions to determine if a zone change and/or comprehensive plan amendment would have a significant effect on the existing or planned transportation system. Build-out of the existing permitted uses with public land zoning and the parks and open space use designation could result in a potential increase of approximately 9 peak hour trips, if the site were developed with a park use as a reasonable worst case scenario. The existing cemetery use would remain in its existing development intensity, which would account for approximately 23 peak hour trips that are currently utilizing the transportation system. Build-out of the proposed low-density residential zoning and use permissions in an R-1 zone could result in a potential increase of approximately 231 peak hour trips in a reasonable worst case development scenario, if the unused portion of the site were to be developed at a density of 5 single family residential dwelling units/acre. The existing cemetery use would also remain in this scenario and would continue to account for approximately 23 peak hour trips that currently utilize the transportation system. 1.3Results In summary, the proposed development will not cause significant adverse impact to the performance of a transportation facility as defined in Oregon Administrative Rule (OAR) 660- 012-0060(1). No mitigation is required to accommodate the potential traffic generated by the proposed land use applications. 1 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 2.0INTRODUCTION Branch Engineering Inc. has been retained by Charles Wiper, Inc to evaluate potential traffic impacts associated with the proposed metro plan amendment and zone change of the site. This report strives to meet transportation planning rule and traffic analysis requirements as presented in the scoping checklist included with completeness review comments received from the City of Eugene dated February 13, 2015 (see Appendix A). Included in the analyses are summaries of existing and proposed transportation infrastructure, documentation of observed traffic volumes, projected post metro plan amendmHQWDQG]RQHFKDQJH¶EXLOG·WUDIILFYROXPHV and an intersection performance evaluation for the identified intersections consistent with transportation planning rule objectives. Analyses of the 30 highest hour (PM peak hour or design hour) were performed for the th following years: <HDU¶([LVWLQJ&RQGLWLRQV· <HDU¶'HVLJQ+RXU%DFNJURXQG&RQGLWLRQV· <HDU¶'HVLJQ+RXU%XLOGZLWK3XEOLF/DQG=RQLQJDQG8VHV· <HDU¶'HVLJQ+RXU¶%XLOG·ZLWK3URSRVHG5=RQLQJDQG/RZ'HQVLW\5HVLGHQWLDO Uses. The illustration below shows the location of the site. SITE Site Location 3KRWR&RXUWHV\RI*RRJOH 2 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 3.0EXISTING CONDITIONS 3.1Roadway Network The relevant roadways receiving traffic included in this study include: Willamette Street; Donald Street; Crest Drive; E. 33 Avenue; rd W. 39 Avenue, and; th E. 40 Avenue. th The following table shows the characteristics of the relevant roadways listed above: Table 1: Roadway Network Bike Posted Roadway Jurisdiction Classification Lanes Sidewalks Lanes Speed Willamette City of Minor Arterial 2 Yes* Yes 30 Street Eugene City of Donald Street Major Collector2 Yes Yes 30 Eugene City of Crest Drive Local 2 Yes No 25 Eugene City of Neighborhood E. 33 Avenue 2 Yes No 25 rd Eugene Collector City of Neighborhood W. 39 Avenue 2 Yes No 25 th Eugene Collector City of E. 40 Avenue Major Collector2 Yes Yes 30 th Eugene *Sidewalks present on both sides of Willamette Street to the north of W. 39 Ave and on east side to th the south 3 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 3.2Intersections The following table lists the intersections identified for analysis in the scoping checklist provided by the City of Eugene within Completeness Review comments for the Rest Haven Metro Plan Amendment and Zone Change land use applications MA15-1 and Z15-1: Table 2: Study Area Intersections Design Hour Study Intersection Jurisdiction Controls Period Willamette Street at PM Peak Hour City of Eugene Signalized Donald Street (30 Highest Hour) th Willamette Street at PM Peak Hour City of Eugene Signalized Crest Drive (30 Highest Hour) th Willamette Street at PM Peak Hour City of Eugene Unsignalized E. 33 Avenue (30 Highest Hour) rdth Willamette Street at PM Peak Hour City of Eugene Unsignalized W. 39 Avenue (30 Highest Hour) thth Willamette Street at PM Peak Hour City of Eugene Unsignalized E. 40 Avenue (30 Highest Hour) thth Willamette Street at PM Peak Hour City of Eugene Unsignalized Rest Haven (30 Highest Hour) th As discussed previously, the existing cemetery use is proposed to remain on the site at its current development intensity and traffic generation levels and will continue to use its current access north of E. 40 Avenue, which would be separate from any potential new development th access on the site. The existing cemetery will continue to operate in its current capacity in future analysis scenarios, therefore; it was not included in analyses. Access to any new development on the site is assumed to occur at a driveway that would access Willamette Street south of E. 40 th $YHQXHRQWKHVLWH·VIURQWDJH Existing lane configurations and intersection controls at the study area intersections are illustrated in Figure 1 on the following page. 4 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 3.3 Transit and Non-Motorized Facilities The Rest Haven site is accessed from Willamette Street with bike lanes present on both sides of the street and sidewalks available throughout the study area for pedestrian and bicycle traffic. Willamette Street and E. 40 Avenue are served by Lane TransiW'LVWULFW·V5RXWHDQGQHDUE\ th Donald Street is served by Route 24.The availability of transit, pedestrian and bicycle facilities help to reduce reliance on single occupant motorized vehicles. 3.4Existing Traffic Volumes Existing peak hour traffic volumes were determined by manual traffic counts conducted by Branch Engineering staff in February and March 2015, and count summaries are included as Appendix B. Traffic counts were collected during the 4:00 PM to 6:00 PM period as required in the scoping checklist issued by the City of Eugene. All traffic counts were taken on typical weekdays, which were Tuesday, Wednesday or Thursday. Based on the traffic count data, the design peak hour was determined to occur between 4:45PM and 5:45PM within the study area. The observed traffic volumes were balanced to produce design hour conditions between intersections that did not have a significant number of streets between them on Willamette Ave, as well as between W. 39 Ave, E. 40 Street, such as Donald Street, Crest Drive and E. 33 rdthth Avenue. Ave and the potential site access south of E. 40 th The existing design hour traffic volumes are shown in Figure 2. 6 © Branch Engineering, Inc. FIGURE 2 SCALE: NTS REST HAVEN TRANSPORTATION PLANNING RULE ANALYSISMARCH 31, 2015 WK6WUHHW6SULQJILHOG25 _S _ZZZEUDQFKHQJLQHHULQJFRP Project No: 14-206 Rest Haven TPR Analysis (14-206) March 31, 2015 4.0FUTURE BACKGROUND TRAFFIC VOLUMES 4.1Traffic Growth The transportation planning rule analysis (TPRA) criteria includes analyzing the projected future year traffic conditions at the end of the planning horizon year identified in the current transportation system plan (TSP). The current City of Eugene TSP identifies the year 2027 as the planning horizon year, therefore, the year 2027 traffic conditions were forecast for the TPRA. Future year traffic conditions were projected by factoring EMME/2 model run data provided by the Lane Council of Governments (LCOG) that weUHSUHSDUHGIRUWKH(QYLVLRQ(XJHQH3URMHFW·V year 2035 traffic conditions for the PM peak hour turning movement traffic volumes in the study area. EMME/2 model run data and growth rate calculations are included as Appendix C. In some instances, the LCOG EMME/2 model run scenarios prepared for the Envision Eugene Project show a reduction in PM peak hour turning movement traffic volumes due to forecast future year traffic conditions and planned street improvement projects. The EMME/2 model data forecasts traffic volumes from projected employment and population demographics in transportation analysis zones (TAZs). The Rest Haven site is located within TAZ 424 in the LCOG models. A TAZ map is included with the growth data in Appendix C. The LCOG year 2035 EMME/2 models include land use assumptions that include the Rest Haven site developed with approximately 102 single family residential units in the year 2035 model runs. The inclusion of residential development on the site represents nearly 50 percent of the projected growth in TAZ 424. The EMME/2 models include 328 single family and 123 multi-family (including duplexes) dwelling units for a total of 451 dwelling units and 53 employees for base year 2011 traffic conditions in TAZ 424. The forecast year 2035 model run includes 381 single family and 284 multi-family dwelling units (including duplexes) for a total of 665 dwelling units and 61 employees in TAZ 424. Even though background growth and forecast traffic data accounts for residential development on the site in the EMME/2 models, the projected trip generation from the site was added to forecast background traffic conditions for a conservative analysis, as will be shown later. To calculate growth rates to apply to collected turning movement traffic counts to produce future year traffic volume forecasts, the difference between year 2011 EMME/2 base year model data turning movement traffic volumes and year 2035 future year model run data were factored for 24 years to determine an average annual growth rate (AAGR) at each turning movement, then adjusted for 12 years of growth from the year of collected traffic counts (2015) to the year 2027 planning horizon. The AAGR was then applied to collected traffic count data and balanced where appropriate. At the intersection of Willamette/Donald Street, the EMME/2 model data did not include the westbound approach at E. 32nd Ave, therefore; the average intersection growth rate was calculated from the total of other approaches and applied to counted inflows and outflows to calculate turning movements to/from the westbound approach. The EMME/2 data received for the intersection of E. 33 Ave at Willamette Street did not include PM peak 1-hour model runs, rd but did include daily link approach inflows and outflows on all approaches, therefore; the turning movement inflows and outflows were determined based on outflow proportions and a growth rate was calculated and applied appropriately to the traffic count volumes. The growth rates calculated from LCOG's Envision Eugene project model runs are shown on Figure 3. The balanced planning horizon year background traffic volumes are shown on Figure 4. 8 © Branch Engineering, Inc. FIGURE 3 SCALE: NTS REST HAVEN TRANSPORTATION PLANNING RULE ANALYSISMARCH 31, 2015 WK6WUHHW6SULQJILHOG25 _S _ZZZEUDQFKHQJLQHHULQJFRP Project No: 14-206 FIGURE 4 SCALE: NTS REST HAVEN TRANSPORTATION PLANNING RULE ANALYSISMARCH 31, 2015 WK6WUHHW6SULQJILHOG25 _S _ZZZEUDQFKHQJLQHHULQJFRP Project No: 14-206 Rest Haven TPR Analysis (14-206) March 31, 2015 5.0DEVELOPMENT LEVEL TRAFFIC CONDITIONS 5.1Development The Rest Haven site contains approximately 73.90 acres of land, with approximately 27.63 acres currently utilized as a cemetery (Rest Haven Memorial Park) that is planned to remain and approximately 46.27 acres of undeveloped property. Through the scoping criteria included in the completeness review for the land use applications for the metro plan amendment (MA 15-1) and zone change (Z15-1), the cemetery use is identified to remain, while the remaining 46.27 acres of vacant property is assumed to be developable at a development density of 5 units/acre of single family residential housing (maximum per South Hills Study) for trip generation purposes in a reasonable worst case development scenario for the proposed metro plan amendment and zone change that will allow residential uses to be developed on the site. The existing zoning and metro plan designations would support the existing cemetery use to remain on the 27.63 acres currently utilized for the use, while the remaining 46.27 acres could be developed with a park use. 5.2Trip Generation Trip generation during the PM peak hour of adjacent street traffic for development scenarios with the existing zoning and metro plan use designations and with the proposed zoning and metro plan use designations permitted by City of Eugene Development Code were estimated based on Trip Generation, 9 Edition, published by the Institute of Transportation Engineers th (ITE) assuming a separate driveway to development on the site would provide access to Willamette Street south of the existing intersection at E. 40 Avenue. The PM peak hour of th adjacent street traffic is the relevant period of traffic generation by development and for analysis, and represents the traffic generated by the site during the nearby transportation V\VWHP·VSHDNSHULRG7KHUHIHUHQFHG,7(WULSJHQHration data for the proposed uses are included as Appendix D. The development standards from the South Hills Study would apply to development of the subject property, which state that new development shall be limited to five (5) units per acre at elevations above 500 feet. With a development density of 5 units/acre the 46.27 acres of undeveloped property could be developed with as many as 231 single family dwelling units under a complete build-out development scenario, assuming all of the land excluding the existing cemetery use is buildable with single family residences. Actual development on the site may require a planned unit development procedure, and may allow development of multi-family housing units to be determined if/when a traffic impact analysis for development may be completed, and is beyond the scope of the TPR analysis for the metro plan amendment and zone change. Trip generation was prepared based on reasonable development of the site with the existing zoning and use permissions of the development code and metro plan designations, ZKLFKZRXOGDOORZWKHVLWH·VFHPHWHU\XVHWRUHPDin on the existing 27.63 acres of land and the remaining 46.27 acres to be developed with a park, while the proposed zoning and use permissions associated with proposed metro plan designation and low density residential uses would include up to 231 single family residential dwelling units. 11 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 The following table summarizes the estimated peak hour trips generated by the site under the reasonable worst case development scenarios for the existing and proposed zoning and use designations. Table 3: PM Peak Hour Trip Generation Trips Trips Entering Number Total Leaving Land Use: Rate/Unit of Units Trips # % # % Existing Zoning and Metro Plan Use Designations PM Peak Hour Trip Generation Cemetery 0.84 Trips/ 27.63 23 8 33% 15 67% (ITE Code 566) Acre acres Regional Park 0.2 Trips/ 46.27 9 4 45% 5 55% (ITE Code 417) Acre acres Total Existing Zoning and Metro Plan Trips: 32 12 38% 20 62% Proposed Zoning and Metro Plan Use Designations PM Peak Hour Trip Generation Cemetery 0.84 Trips/ 27.63 23 8 33% 15 67% (ITE Code 566) Acre Acres Single Family Residential (ITE 1.00 Trips/ 231 231 146 63% 85 37% Code 210) Dwelling Units Total Proposed R-1 Zoning and LDR Use Trips: 254 154 61% 100 39% New PM Peak Hour Trips Build-Out of Existing PL Zoning and Uses : 9 4 45% 5 55% Build-Out of Proposed R-1 Zoning and LDR Uses: 231 146 63% 85 37% Difference between Land Uses: 222 142 80 As shown in the table, accounting for existing traffic generated by the cemetery use on the site, the existing zoning would allow up to 9 new PM peak hour (design hour) trips generated by the site and the proposed zoning would allow up to 231 new PM peak hour trips generated by the site. The difference between build-out of the reasonable worst case development scenarios could include up to 222 additional PM peak hour trips with the proposed low density residential uses and R-1 residential zoning when compared to the existing public land zoning with a parks use. The metro plan amendment represents a greater difference in allowable use permissions and trip generation than the zone change because the existing zoning would theoretically support low density residential uses if it was consistent with the use permissions of the metro plan and its allowed uses for the portion of the site south of E. 40 Avenue. Therefore the reasonable worst th case development scenario for the metro plan amendment also applies to the reasonable worst case development scenario for the zone change application. 12 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 5.3Traffic Distribution and Trip Assignment As discussed previously, Willamette Street south of E. 40 Avenue would likely provide the th primary access point for any new development to occur on the site to avoid impacting the existing cemetery use planned to remain. There are a number of trip origin/destination attractors in the area that include Spencer Butte Middle School and Edgewood Elementary School to the south, Edgewood (and other) Shopping Center(s) and Lane Community College and University of Oregon to the east, and downtown Eugene to the north. The trip distribution for the site generated traffic accounts for likely trip origin and destination pairs identified above for any new trips generated by build-out of the reasonable worst case development scenarios, and are included on the following pages with Figure 5A showing trip distribution associated with new trips resulting from build out of public land uses and Figure 5B showing trip distribution associated with new trips resulting from build-out of the proposed low density residential uses. Figure 6 shows year 2027 design hour 'build' total traffic volumes with public land zoning and uses and Figure 7 shows year 2027 design hour 'build' total traffic volumes with proposed R-1 low density residential zoning and use designation. 13 © Branch Engineering, Inc. FIGURE 5A SCALE: NTS REST HAVEN TRANSPORTATION PLANNING RULE ANALYSISMARCH 31, 2015 WK6WUHHW6SULQJILHOG25 _S _ZZZEUDQFKHQJLQHHULQJFRP Project No: 14-206 FIGURE 5B SCALE: NTS REST HAVEN TRANSPORTATION PLANNING RULE ANALYSISMARCH 31, 2015 WK6WUHHW6SULQJILHOG25 _S _ZZZEUDQFKHQJLQHHULQJFRP Project No: 14-206 FIGURE 6 SCALE: NTS REST HAVEN TRANSPORTATION PLANNING RULE ANALYSISMARCH 31, 2015 WK6WUHHW6SULQJILHOG25 _S _ZZZEUDQFKHQJLQHHULQJFRP Project No: 14-206 FIGURE 7 SCALE: NTS REST HAVEN TRANSPORTATION PLANNING RULE ANALYSISMARCH 31, 2015 WK6WUHHW6SULQJILHOG25 _S _ZZZEUDQFKHQJLQHHULQJFRP Project No: 14-206 Rest Haven TPR Analysis (14-206) March 31, 2015 5.4Intersection Performance Study area intersections were evaluated to determine Level of Service (LOS) based on average delay. Calculations for the signalized and unsignalized intersections were performed with the computer program SYNCHRO 7, by TrafficWare. Level of service, based on vehicle delay, is classiILHGE\DOHWWHUVFDOHIURP¶$·WR¶)·/26¶$· UHSUHVHQWVRSWLPXPRSHUDWLQJFRQGLWLRQVDQGPLQLPDOGHOD\/26¶)·LQGLFDWHVRYHUFDSDFLW\ FRQGLWLRQVFDXVLQJXQDFFHSWDEOHGHOD\/26¶(·DWXQVLJQDOL]HGLQWHUVHFWLRQVDQG/26¶'·DW signalized intersections are typically identified as the minimum acceptable level of service performance standards in the Eugene/Springfield Transportation Plan for City of Eugene and City of Springfield intersections. Mitigation measures may be necessary when level of service IDOOVEHORZ¶'·DWVLJQDOL]HGLQWHUVHFWLRQVRU/26¶(·DWXQVLJQDOL]HGLQWHUVHFWLRQVXQGHUFLW\ jurisdiction, as the result of a development, or when a failing facility is projected to be further degraded by a development involving a zone change or plan amendment. The City of Eugene has identified LOS D as the minimum acceptable performance criteria at the study area intersections in the completeness review comments received for the zoning and metro plan amendment applications. Table 4: Level of Service Criteria Level of Service Unsignalized Intersections Signalized Intersections A < 10 sec < 10 sec B >10 and 15 sec >10 and 20 sec C >15 and 25 sec >20 and 35 sec D >25 and 35 sec >35 and 55 sec Results of the intersection performance analysis calculations are documented in Appendix E, and are summarized in the following table. 18 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 Table 5: Build-Out PM Peak Hour Intersection Performance 2027 Planning 2027 Planning 2015 2027 +RUL]RQ¶%XLOG INTERSECTION +RUL]RQ¶%XLOG ¶([LVWLQJ¶%DFNJURXQG·2XW·([LVWLQJ 2XW·3URSRVHG &RQGLWLRQV· (No-Build Zone and POS Zone and Use Use Willamette Street LOS B LOS B LOS B LOS B at Donald Street Willamette Street LOS B LOS B LOS B LOS B at Crest Drive Willamette Street LOS C LOS C LOS C LOS D at E. 33 Avenue rd Willamette Street LOS C LOS C LOS C LOS C at W. 39 Avenue th Willamette Street LOS B LOS B LOS B LOS C at E. 40 Avenue th E. 40 Avenue at th LOS A LOS B LOS B LOS B Donald Street Willamette Street LOS A LOS A LOS B LOS C at Site Access LOS= Level of Service of stopped movement at unsignalized intersection or overall LOS at signalized intersection As shown in the table, the intersection performances with the proposed build traffic from each development scenario meet the minimum level of service criteria for signalized and unsignalized intersections within the study area, and no mitigation is required to improve intersection performance as a result of the potential development with the proposed metro plan use designations and R-1 low density residential uses. 19 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 6.0TRANSPORTATION PLANNING RULE To determine if the evaluated nearby transportation facilities would be affected by the proposed metro plan amendment and zone change, Oregon Administrative Rules (OARs) were referenced. OAR 660-012-0060 - Plan and Land Use Regulation Amendments, states: (1) Where an amendment to a functional plan, an acknowledged comprehensive plan, or a land use regulation would significantly affect an existing or planned transportation facility, the local government shall put in place measures as provided in section (2) of this rule to assure that allowed land uses are consistent with the identified function, capacity, and performance standards (e.g. level of service, volume to capacity ratio, etc.) of the facility. A plan or land use regulation amendment significantly affects a transportation facility if it would: (a) Change the functional classification of an existing or planned transportation facility (exclusive of correction of map errors in an adopted plan); (b) Change standards implementing a functional classification system; or (c) As measured at the end of the planning period identified in the adopted transportation system plan: (A) Allow land uses or levels of development that would result in types or levels of travel or access that are inconsistent with the functional classification of an existing or planned transportation facility; (B) Reduce the performance of an existing or planned transportation facility below the minimum acceptable performance standard identified in the TSP or comprehensive plan; or (C) Worsen the performance of an existing or planned transportation facility that is otherwise projected to perform below the minimum acceptable performance standard identified in the TSP or comprehensive plan. Significance Evaluation OAR 660-12-0060(1) (a) was not found to be applicable, as the proposed metro plan amendment and zone change does not include a proposal to change to the functional classification of an existing or planned transportation facility. OAR 660-12-060(1) (b) was not found to be applicable, as the proposed metro plan amendment and zone change does not include a change of standards that implement a functional classification system. MWETTPMGEFPIERHMWWEXMWJMIH OAR 660-12-060(1)(c)(A) , as the increased vehicle trips generated by the proposed metro plan amendment and zone change were not found to 20 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 cause types or levels of travel or access that would be inconsistent with the functional classification of any transportation facility. OAR 660-12-060(1)(c)(B) is applicable and is satisfied, as the proposed metro plan amendment and zone change was not found to reduce the performance of an existing or planned transportation facility below the minimum acceptable performance standard identified by the City of Eugene. OAR 660-12-060(1)(c)(C) is applicable and is satisfied, as the proposed development is not projected to worsen the performance of a transportation facility that is projected to perform below the performance standard. 21 © Branch Engineering, Inc. Rest Haven TPR Analysis (14-206) March 31, 2015 7.0RECOMENDATIONS AND CONCLUSION 7.1Land Use Applications The allowable use permissions associated with the zoning and metro plan use designations were reviewed, and it was determined that the reasonable worst case development scenario for the proposed metro plan amendment would represent a greater difference in terms of traffic generation potential than the proposed zone change over the build-out of the existing zoning DQGODQGXVHGHVLJQDWLRQVWKHUHIRUHWKHUHDVRQDEOHZRUVWFDVHGHYHORSPHQWVFHQDULR·VDQDO\VLV provided herein for the comprehensive plan amendment will also support the proposed change in zoning, since the traffic generation would be greater than or equal to that of the zone change itself. 7.2Performance Analysis An analysis of the projected background and build-out of the reasonable worst case development scenarios for the year 2027 planning horizon traffic conditions demonstrated that the proposed metro plan amendment and change of zoning designation to include low-density residential uses at the Rest Haven site will not significantly degrade the level of service (LOS) FDOFXODWHGDWWKHVWXG\DUHDLQWHUVHFWLRQVWRDOHYHOEHORZWKH&LW\RI(XJHQH·VSHUIRUPDQFH standard. Additionally, all of the studied intersections were projected to operate within mobility standards that meet or exceed City of Eugene performance standards for LOS with and without the proposed metro plan amendment and zone change in the identified transportation system SODQ·V\HDUSODQQLQJKRUL]RQGXULQJWKH30SHDNKRXU 7.3State Transportation Planning Rule Criteria Based on the analysis performed herein, the proposed zone change will not cause a significant impact to a transportation facility as defined in OAR 660-12-0060(1). 7.4Conclusion In summary, the result of this analysis indicates the proposed metro plan amendment and zone change will not cause significant adverse impacts to the operating characteristics of the existing adjacent and nearby roadway system, and therefore Statewide Planning Goal 12 is satisfied for the proposed land use applications. 22 © Branch Engineering, Inc. APPENDIX A TRAFFIC STUDY SCOPING CHECKLISTS © Branch Engineering, Inc. APPENDIX B TRAFFIC COUNT SUMMARIES © Branch Engineering, Inc. File Name: Willamette Street at Donald 2.25.15 Site Code: 00014206 Start Date: 2/25/2015 Page No: 1 +VSYTW4VMRXIH4%77)2+)6:),-'0)7869'/7&-'='0)7 ;-00%1)88)786))8)2(786))8(32%0(786))8;-00%1)88)786))8 7398,&392(;)78&392(2368,&392()%78&392( 7XEVX8MQI0IJX0IJX0IJX0IJX 8LVY8LVY8LVY8LVY 4IHW4IHW4IHW4IHW 6MKLX6MKLX6MKLX6MKLX -RX8SXEP %TT8SXEP%TT8SXEP%TT8SXEP%TT8SXEP *EGXSV 41 41 41 41 8SXEP 41 41 41 41 8SXEP +VERH8SXEP %TTVGL 8SXEP 4%77)2+)6 :),-'0)7 4%77)2+)6 :),-'0)7 869'/7 869'/7 &-'='0)7 &-'='0)7 ;-00%1)88)786))8)2(786))8(32%0(786))8;-00%1)88)786))8 7398,&392(;)78&392(2368,&392()%78&392( 7XEVX 0IJX0IJX0IJX0IJX 8LVY8LVY8LVY8LVY 4IHW4IHW4IHW4IHW 6MKLX6MKLX6MKLX6MKLX -RX8SXEP %TT8SXEP%TT8SXEP%TT8SXEP%TT8SXEP 8MQI 4IEO,SYV%REP]WMW*VSQ 41XS 414IEOSJ 4IEO,SYVJSV)RXMVI-RXIVWIGXMSR&IKMRWEX 41 41 41 41 41 8SXEP:SPYQI %TT8SXEP 4,* File Name: Willamette Street at Crest Drive 2.25.15 Site Code: 00014206 Start Date: 2/25/2015 Page No: 1 Groups Printed- PASSENGER VEHICLES - TRUCKS - BICYCLES WILLAMETTE STREETWILLAMETTE STREETCREST DRIVE SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Factor1.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0 04:00 PM012026114700000118100922006127266 04:15 PM0121150136000001266007813013329243 04:30 PM0117191137000001983001021009019258 04:45 PM083204107000002369009217022039238 Total04418065270000065299003646005041141005 05:00 PM0130252157000112189001101207120288 05:15 PM0136221159000221361007411010425260 05:30 PM0121272150000111474008812015128267 05:45 PM011633115000011869007710011324252 Total05031076616000555629300349450439971067 09441871211430005512159200713105093132112072 Grand Total Apprch %0 82.616.41 000100 178300 49.8044.16.2 Total %090.655.20000.20.25.80034.45.104.50.610.2 45.628.6 09411871211400004412158900710105091132092063 PASSENGER VEHICLES 0 % PASSENGER 99.710010099.7000808010099.50099.6100097.810099.199.6 VEHICLES TRUCKS000000000002002000002 % TRUCKS 030030001101001002027 BICYCLES 00.3000.3000202000.2000.1002.200.90.3 % BICYCLES WILLAMETTE STREETWILLAMETTE STREETCREST DRIVE SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM0130252157000112189001101207120288 05:15 PM0136221159000221361007411010425260 05:30 PM012127215000011147400881201267 1528 05:45 PM011633115000011869007710011324252 05031076616000555629300349450439971067 Total Volume 0 1 000100 168400 09.3 81.717.446.444.3 % App. Total PHF.000.925.811.750.969.000.000.000.625.625.667.823.000.000.793.938.000.717.563.866.926 File Name: Willamette Street at E. 33rd 2.26.15 Site Code: 00014206 Start Date: 2/26/2015 Page No: 1 Groups Printed- PASSENGER VEHICLES - TRUCKS - BICYCLES WILLAMETTE STREETEAST 33RD AVEWILLAMETTE STREET SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Factor1.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0 04:00 PM238700110180141330781008800022233 04:15 PM14980011217010330056906500000207 04:30 PM2110800129160110270781209000000246 04:45 PM1710200119160180340712019200000245 Total7539500470670534124028351133500022931 05:00 PM101140012414090230939010200000249 05:15 PM14127001412008028074417900000248 05:30 PM12120001321708025088809600000253 05:45 PM11124001351006016077518300000234 Total474850053261031092033226236000000984 12288000100212808442160615773695000221915 Grand Total Apprch % 12.287.800 59.3038.91.9 088.511.10.4 000100 Total %6.4460052.36.704.40.211.3040.236.30000.10.1 32.1 1208710099112608342130600773680000221886 PASSENGER VEHICLES % PASSENGER 98.4990098.998.4098.810098.6097.610010097.800010010098.5 VEHICLES TRUCKS1900101010201400140000026 % TRUCKS 100011000101001000003 BICYCLES 0.80000.10.80000.500.2000.1000000.2 % BICYCLES WILLAMETTE STREETEAST 33RD AVEWILLAMETTE STREET SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM1710200119160180340712019200000245 05:00 PM101140012414090230939010200000249 05:15 PM140008028074417900000248 12714120 05:30 PM12120001321708025088809600000253 5346300516670430110032641236900000995 Total Volume 00 00 00.5 0000 10.389.760.939.188.311.1 % App. Total PHF.779.911.000.000.915.838.000.597.000.809.000.876.513.500.904.000.000.000.000.000.983 File Name: Willamette Street at W. 39th 2.26.15 Site Code: 00014206 Start Date: 2/26/2015 Page No: 1 Groups Printed- PASSENGER VEHICLES - TRUCKS - BICYCLES WILLAMETTE STREETWILLAMETTE STREETWEST 39TH AVE SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Factor1.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0 04:00 PM070200900000045000541402016160 04:15 PM0761208800000347005050207145 04:30 PM08318010100000556006140206168 04:45 PM074210950000064900551504019169 Total030371037400000182020022038010048642 05:00 PM08515010000000105400642003023187 05:15 PM0971301100000054600511401217178 05:30 PM09026011600000126800801200012208 05:45 PM082180100000004440048905014162 Total03547204260000031212002435509266735 065714308000000049414004639301921141377 Grand Total Apprch %0 82.117.90 0000 10.689.400 81.6016.71.8 Total %0058.1000003.60033.66.801.40.18.3 47.710.430.1 065714207990000049414004639301921141376 PASSENGER VEHICLES 0100 % PASSENGER 99.3099.90000010010000100100010010010099.9 VEHICLES TRUCKS000000000000000000000 % TRUCKS 001010000000000000001 BICYCLES 000.700.10000000000000000.1 % BICYCLES WILLAMETTE STREETWILLAMETTE STREETWEST 39TH AVE SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM074210950000064900551504019169 05:00 PM08515010000000105400642003023187 05:15 PM0130110000005460051140117178 972 05:30 PM09026011600000126800801200012208 03467504210000033217002506108271742 Total Volume 0 0 0000 00 02.8 82.217.813.286.885.911.3 % App. Total PHF.000.892.721.000.907.000.000.000.000.000.688.798.000.000.781.763.000.500.250.772.892 File Name: E. 40th and Willamette Site Code: 14-206 Start Date: 3/3/2015 Page No: 1 Groups Printed- PASSENGER VEHICLES - TRUCKS - BICYCLES WILLAMETTEE 40THWILLAMETTEE 40TH SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Factor1.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0 04:00 PM165300694018123048315200000144 04:15 PM135900721016017059506400000153 04:30 PM175500726012018037404100000131 04:45 PM147100854014018043604900000152 Total602380029815060176018718120600000580 05:00 PM146200763021125045515100000152 05:15 PM247500994014119028813700000155 05:30 PM287200100509014034604000000154 05:45 PM275200795015020040304300000142 Total932610035417059278014722217100000603 1534990065232011931540334403377000001183 Grand Total Apprch % 23.576.500 20.8077.31.9 088.610.60.8 0000 Total %0055.12.700.31303.40.331.900000 12.942.210.128.2 1484970064531011731510324393366000001162 PASSENGER VEHICLES % PASSENGER 96.799.60098.996.9098.310098.109797.510097.10000098.2 VEHICLES TRUCKS5200710102090090000018 % TRUCKS 000000010101102000003 BICYCLES 00000000.800.600.32.500.5000000.3 % BICYCLES WILLAMETTEE 40THWILLAMETTEE 40TH SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM147100854014018043604900000152 05:00 PM146200763021125045515100000152 05:15 PM240099401411902813700000 758155 05:30 PM287200100509014034604000000154 802800036016058276015025217700000613 Total Volume 00 02.6 01.1 0000 22.277.821.176.384.714.1 % App. Total PHF.714.933.000.000.900.800.000.690.500.760.000.833.781.500.868.000.000.000.000.000.989 File Name: 40th at Donald 3.3.15 Site Code: 00014206 Start Date: 3/3/2015 Page No: 1 Groups Printed- PASSENGER VEHICLES - TRUCKS - BICYCLES DONALD STE. 40TH AVEDONALD STE. 40TH AVE SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Factor1.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0 04:00 PM0203124321032474257339463417127 04:15 PM62940392211524051510232665219130 04:30 PM12324302223515172475438106125149 04:45 PM43780492113403851652285716129144 Total11109175142975717517621802912142232930890550 05:00 PM322503024212047325134454108426148 05:15 PM22865413726206531890302105017153 05:30 PM21933272926015681462301175225138 05:45 PM31952292325215132584406145126146 Total10881910127113986221917823610145135123794585 211973615269210155237395381626522287368053151841135 Grand Total Apprch %7.8 73.213.45.6 53.239.25.81.8 13.256.422.67.7 19.643.528.88.2 Total %1.93.21.323.720.634.83.35.71.925.33.274.71.316.2 17.418.513.714.3 211813615253209155237394371576521280368053151841111 PASSENGER VEHICLES 100 % PASSENGER 91.910010094.199.510010010099.797.496.910095.597.610010010010010097.9 VEHICLES TRUCKS000000000000000000000 % TRUCKS 016001610001150170000024 BICYCLES 08.1005.90.50000.32.63.104.52.4000002.1 % BICYCLES DONALD STE. 40TH AVEDONALD STE. 40TH AVE SOUTHBOUNDWESTBOUNDNORTHBOUNDEASTBOUND LeftLeftLeftLeft Start Time ThruThruThruThru PedsPedsPedsPeds RightRightRightRight Int. Total App. TotalApp. TotalApp. TotalApp. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM12324302223515172475438106125149 04:45 PM43780492113403851652285716129144 05:00 PM32250302421204734410826148 2513454 05:15 PM22865413726206531890302105017153 101102191501048313120118833411146193735697594 Total Volume 6.7 146 6.50.5 7.5 6.2 73.351.741.312.356.823.319.638.136.1 % App. Total PHF.625.743.656.450.765.703.798.650.250.773.643.830.654.550.811.594.925.547.375.836.971 APPENDIX C EMME/2 MODEL RUNS AND GROWTH RATE CALCULATIONS © Branch Engineering, Inc. OAKWAY )RZMWMSR)YKIRI7TVMRKJMIPHERH'SFYVK'VSWW6SEHWVIKMSREPXVEZIPHIQERHQSHIP &EWI]IEV!JYXYVI]IEV! 6IWXLEZIRz^SRI XL ERH;MPPEQIXXI RSHI ;MPPEQIXXIERH(SREPH RSHI 'VIWX(VERH;MPPEQIXXI RSHI XL ;MPPEQIXXIERH) RSHI XL ;MPPEQIXXIERH RSHI XL )ERH(SREPH RSHI ZSPYQIW[MXL8%>GIRXVSMHWERHGSRRIGXSVW (EMP]%YXS:SPYQIW 2SVXLWIGXMSR 7SYXLWIGXMSR (EMP]%YXS:SPYQIW 2SVXLWIGXMSR 7SYXLWIGXMSR 8YVRMRKQSZIQIRXZSPYQIW414IEOLV XL 2SHI ERH;MPPEQIXXI %X*VSQ838SX:SP %X*VSQ838SX:SP 2SHI ;MPPEQIXXIERH(SREPH %X*VSQ838SX:SP %X*VSQ838SX:SP 2SHI 'VIWX(VMZIERH;MPPEQIXXI7X %X*VSQ838SX:SP %X*VSQ838SX:SP XL 2SHI ;MPPEQIXXIERH) %X*VSQ838SX:SP %X*VSQ838SX:SP XL 2SHI ;MPPEQIXXIERH %X*VSQ838SX:SP %X*VSQ838SX:SP XL 2SHI )ERH(SREPH %X*VSQ838SX:SP %X*VSQ838SX:SP 'DQ+ )URP PAYNE Susan G (LCOG) <SPayne@lcog.org> 6HQW Thursday, November 13, 2014 11:11 AM 7R Dan H 6XEMHFW RE: EMME 2 Data Also,Ithoughtyoumightneedtoknowthefollowing: ForTAZ424(Resthaven): 2011: Dwellingunits:SF328,MF(inclduplex)123totalof451 Employment:53employees(services) 2035: Dwellingunits:SF381,MF(inclduplex)284totalof665 Employment:61employees(services) Howdidtheplotsworkoutforyou? Susan Susan G. Payne 4VMRGMTEP4PERRIV 'IRXVEP0ERI1IXVSTSPMXER4PERRMRK3VKERM^EXMSR 0ERI'SYRGMPSJ+SZIVRQIRXW ;MPPEQIXXI7X7YMXI )YKIRI36 WTE]RI$PGSKSVK [[[8LI143SVK From: PAYNE Susan G (LCOG) Sent: Tuesday, November 11, 2014 9:25 PM To: 'Dan H' Subject: RE: EMME 2 Data Dan Herearetheresults.Foreachintersection,thereisaplotoftheturningmovementsandatablewiththevolumes. Pleaseletmeknowifyouhaveanyquestions. Susan Susan G. Payne 1 4VMRGMTEP4PERRIV 'IRXVEP0ERI1IXVSTSPMXER4PERRMRK3VKERM^EXMSR 0ERI'SYRGMPSJ+SZIVRQIRXW ;MPPEQIXXI7X7YMXI )YKIRI36 WTE]RI$PGSKSVK [[[8LI143SVK From: Dan H [mailto:danhaga@branchengineering.com] Sent: Tuesday, November 11, 2014 1:41 PM To: PAYNE Susan G (LCOG) Subject: RE: EMME 2 Data Ok,thatshouldworkoutfine. Thanks, DAN HAGA, P.E. Project Engineer BRANCH ENGINEERING, INC. 310 5th Street, Springfield, OR 97477 541.746.0637 p_ 541.746.0389 f_ www.branchengineering.com Springfield OR | Salem OR From: PAYNE Susan G (LCOG) [mailto:SPayne@lcog.org] Sent: Tuesday, November 11, 2014 1:35 PM To: Dan H Subject: RE: EMME 2 Data Weareassumingthatitisahousingdevelopment.102units From: Dan H [mailto:danhaga@branchengineering.com] Sent: Tuesday, November 11, 2014 1:32 PM To: PAYNE Susan G (LCOG) Subject: RE: EMME 2 Data Susan, th CanyoutellmewhatthelanduseassumptionsarefortheRestHavenSiteat40andWillamettefortheEnvision EugeneModel? Thanks, DAN HAGA, P.E. Project Engineer BRANCH ENGINEERING, INC. 2 310 5th Street, Springfield, OR 97477 541.746.0637 p_ 541.746.0389 f_ www.branchengineering.com Springfield OR | Salem OR From: PAYNE Susan G (LCOG) [mailto:SPayne@lcog.org] Sent: Tuesday, November 11, 2014 1:30 PM To: Dan H Subject: RE: EMME 2 Data Importance: High HiDan IforgotthatwehadasĞƚĞƌĂŶ͛ƐDayholidayandthathasthrownaspannerintheworks.Nevertheless,/͛ŵaboutto workonthis. Justtomakesure: sionEugeneTSPwork.The ThemodelthatIhavemostfaithinatthistimeistheonethathasbeenupdatedfortheEnvi modelthatwasusedforthecurrentlyadoptedRegionalTransportationPlanwaspreparedin2011andĚŽĞƐŶ͛ƚreflectall thelandusechangesthattheEnvisionEugeneprocesshasdeveloped.TheEnvEugenemodelreflectsthecurrently adoptedpopulationforecasts,anditwillbetheonethatwillbeusedforthenextRTP(November2015). So,IpresumethatweshouldusetheEnvisionEugenemodelforthiswork,ratherthantheolderRTPmodel. Isthisright? Susan From: Dan H [mailto:danhaga@branchengineering.com] Sent: Wednesday, November 05, 2014 10:36 AM To: PAYNE Susan G (LCOG) Subject: EMME 2 Data HiSusan, AttachedisamapwithsomeintersectionsthatwearelookingatforaTransportationPlanningRuleAnalysisfora privatedevelopmentsite.Aswediscussedonthephone,wewouldliketogetsometurningmovementvolumesforthe omascreenshotofyourEMME/2modelforthe PMpeakhour(existingandfuture)anddailylinktrafficvolumesfr intersectionslistedduringtheexistingconditionsandfutureplanningyearconditions. ThankYou, DAN HAGA, P.E. Project Engineer BRANCH ENGINEERING, INC. 310 5th Street, Springfield, OR 97477 541.746.0637 p_ 541.746.0389 f_ 3 APPENDIX D ITE TRIP GENERATION DATA © Branch Engineering, Inc. APPENDIX E SYNCHRO OUTPUTS © Branch Engineering, Inc. HCM Signalized Intersection Capacity Analysis 3/29/2015 1: DONALD STREET & WILLAMETTE STREET MovementWBL2WBLWBRNBLNBTNBRSBLSBTSBRNELNERNER2 Lane Configurations Volume (vph)21215321232528854634883 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.001.000.851.00 Flt Protected0.981.001.001.000.95 Satd. Flow (prot)17261859185515831769 Flt Permitted0.981.000.971.000.95 Satd. Flow (perm)17261853180415831769 Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97 Adj. Flow (vph)21215321932629756335983 RTOR Reduction (vph)015001000323100 Lane Group Flow (vph)014002240032324036900 Heavy Vehicles (%)0%0%0%0%2%2%2%2%2%2%2%2% Turn TypeSplitPermPermPerm Protected Phases88263 Permitted Phases2666 Actuated Green, G (s)2.021.421.421.413.7 Effective Green, g (s)1.520.920.920.913.2 Actuated g/C Ratio0.030.430.430.430.27 Clearance Time (s)4.04.04.04.04.0 Vehicle Extension (s)3.03.03.03.03.0 Lane Grp Cap (vph)53789768674476 v/s Ratio Protc0.01c0.21 v/s Ratio Perm0.12c0.180.15 v/c Ratio0.270.280.420.360.78 Uniform Delay, d123.39.29.99.516.6 Progression Factor1.001.001.001.001.00 Incremental Delay, d22.80.91.71.57.8 Delay (s)26.010.111.611.024.3 Level of ServiceCBBBC Approach Delay (s)26.010.111.224.3 Approach LOSCBBC Intersection Summary HCM Average Control Delay14.5HCM Level of ServiceB HCM Volume to Capacity ratio0.55 Actuated Cycle Length (s) 49.1Sum of lost time (s)13.5 Intersection Capacity Utilization64.7%ICU Level of ServiceC Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 1 HCM Signalized Intersection Capacity Analysis 3/29/2015 2: CREST DRIVE & WILLAMETTE STREET MovementEBLEBRNBLNBRSWLSWR Lane Configurations Volume (vph)52547130746794 Ideal Flow (vphpl)190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.000.851.000.85 Flt Protected0.980.951.000.951.00 Satd. Flow (prot)17271805161518051615 Flt Permitted0.980.951.000.951.00 Satd. Flow (perm)17271805161518051615 Peak-hour factor, PHF0.910.910.910.910.910.91 Adj. Flow (vph)575978337513103 RTOR Reduction (vph)4200156036 Lane Group Flow (vph)7407818151367 Heavy Vehicles (%)0%0%0%0%0%0% Turn Typept+ovpm+ov Protected Phases233 442 Permitted Phases4 Actuated Green, G (s)16.16.429.118.734.8 Effective Green, g (s)15.65.928.618.233.8 Actuated g/C Ratio0.290.110.540.340.64 Clearance Time (s)4.04.04.04.0 Vehicle Extension (s)3.03.03.03.0 Lane Grp Cap (vph)5062008686181163 v/s Ratio Protc0.04c0.040.11c0.280.02 v/s Ratio Perm0.02 v/c Ratio0.150.390.210.830.06 Uniform Delay, d113.922.06.416.13.7 Progression Factor1.001.001.001.001.00 Incremental Delay, d20.61.30.19.20.0 Delay (s)14.523.26.525.33.7 Level of ServiceBCACA Approach Delay (s)14.59.721.7 Approach LOSBAC Intersection Summary HCM Average Control Delay16.6HCM Level of ServiceB HCM Volume to Capacity ratio0.50 Actuated Cycle Length (s) 53.2Sum of lost time (s)13.5 Intersection Capacity Utilization47.2%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 2 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 3: E. 33rd AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)66433354153468 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)67443424254478 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)338 pX, platoon unblocked vC, conflicting volume948363384 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol948363384 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %769495 cM capacity (veh/h)2776841180 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total11138454478 Volume Left670540 Volume Right444200 cSH362170011801700 Volume to Capacity0.310.230.050.28 Queue Length 95th (ft)32040 Control Delay (s)19.30.08.20.0 Lane LOSCA Approach Delay (s)19.30.00.8 Approach LOSC Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 41.0%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 3 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 4: W. 39th AVE & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)6183321735175 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.890.890.890.890.890.89 Hourly flow rate (vph)6993724439484 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume754437479 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol754437479 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %819997 cM capacity (veh/h)3676241094 Direction, Lane #EB 1NB 1SB 1 Volume Total78281479 Volume Left69370 Volume Right9084 cSH38510941700 Volume to Capacity0.200.030.28 Queue Length 95th (ft)1930 Control Delay (s)16.71.40.0 Lane LOSCA Approach Delay (s)16.71.40.0 Approach LOSC Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 50.7%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 4 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 5: E. 40th AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)16571872480280 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)16581912482286 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume652203215 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol652203215 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %969394 cM capacity (veh/h)4058401349 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total7421582286 Volume Left160820 Volume Right582400 cSH680170013491700 Volume to Capacity0.110.130.060.17 Queue Length 95th (ft)9050 Control Delay (s)10.90.07.80.0 Lane LOSBA Approach Delay (s)10.90.01.7 Approach LOSB Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 31.4%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 5 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 6: E. 40th AVE & DONALD STREET MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Sign ControlStopStopStopStop Volume (vph)124434111868197233119622 Peak Hour Factor0.940.940.940.940.940.940.940.940.940.940.940.94 Hourly flow rate (vph)1347361189192077351210223 Direction, Lane #EB 1WB 1NB 1SB 1 Volume Total (vph)96218132137 Volume Left (vph)131182012 Volume Right (vph)3693523 Hadj (s)-0.200.08-0.13-0.09 Departure Headway (s)4.64.84.74.8 Degree Utilization, x0.120.290.170.18 Capacity (veh/h)711711707699 Control Delay (s)8.39.78.78.8 Approach Delay (s)8.39.78.78.8 Approach LOSAAAA Intersection Summary Delay 9.0 HCM Level of ServiceA Intersection Capacity Utilization 36.3%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 6 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 7: REST HAVEN & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)0002112960 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0002293220 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume551322322 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol551322322 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %100100100 cM capacity (veh/h)4957191238 Direction, Lane #EB 1NB 1SB 1 Volume Total0229322 Volume Left000 Volume Right000 cSH170012381700 Volume to Capacity0.000.000.19 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 19.3%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 7 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 8: EXISTING CEMETERY & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)9632413545 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)10732623855 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume656388390 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol656388390 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %9899100 cM capacity (veh/h)4326651179 Direction, Lane #EB 1NB 1SB 1 Volume Total16265390 Volume Left1030 Volume Right705 cSH50311791700 Volume to Capacity0.030.000.23 Queue Length 95th (ft)300 Control Delay (s)12.40.10.0 Lane LOSBA Approach Delay (s)12.40.10.0 Approach LOSB Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 29.8%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2015 EXISTING CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 8 HCM Signalized Intersection Capacity Analysis 3/29/2015 1: DONALD STREET & WILLAMETTE STREET MovementWBL2WBLWBRNBLNBTNBRSBLSBTSBRNELNERNER2 Lane Configurations Volume (vph)21316422132734056336883 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.001.000.851.00 Flt Protected0.981.001.001.000.95 Satd. Flow (prot)17261859185615831770 Flt Permitted0.980.990.971.000.95 Satd. Flow (perm)17261850180615831770 Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97 Adj. Flow (vph)21316422832835158037983 RTOR Reduction (vph)016001000323100 Lane Group Flow (vph)015002340037925738900 Heavy Vehicles (%)0%0%0%0%2%2%2%2%2%2%2%2% Turn TypeSplitPermPermPerm Protected Phases88263 Permitted Phases2666 Actuated Green, G (s)2.024.124.124.115.2 Effective Green, g (s)1.523.623.623.614.7 Actuated g/C Ratio0.030.440.440.440.28 Clearance Time (s)4.04.04.04.04.0 Vehicle Extension (s)3.03.03.03.03.0 Lane Grp Cap (vph)49819800701488 v/s Ratio Protc0.01c0.22 v/s Ratio Perm0.13c0.210.16 v/c Ratio0.320.290.470.370.80 Uniform Delay, d125.49.510.59.917.9 Progression Factor1.001.001.001.001.00 Incremental Delay, d23.70.92.01.58.8 Delay (s)29.110.412.511.426.7 Level of ServiceCBBBC Approach Delay (s)29.110.411.826.7 Approach LOSCBBC Intersection Summary HCM Average Control Delay15.5HCM Level of ServiceB HCM Volume to Capacity ratio0.59 Actuated Cycle Length (s) 53.3Sum of lost time (s)13.5 Intersection Capacity Utilization68.5%ICU Level of ServiceC Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 1 HCM Signalized Intersection Capacity Analysis 3/29/2015 2: CREST DRIVE & WILLAMETTE STREET MovementEBLEBRNBLNBRSWLSWR Lane Configurations Volume (vph)646478315465115 Ideal Flow (vphpl)190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.000.851.000.85 Flt Protected0.980.951.000.951.00 Satd. Flow (prot)17291805161518051615 Flt Permitted0.980.951.000.951.00 Satd. Flow (perm)17291805161518051615 Peak-hour factor, PHF0.910.910.910.910.910.91 Adj. Flow (vph)707086346511126 RTOR Reduction (vph)5000159045 Lane Group Flow (vph)9008618751181 Heavy Vehicles (%)0%0%0%0%0%0% Turn Typept+ovpm+ov Protected Phases233 442 Permitted Phases4 Actuated Green, G (s)16.26.829.518.734.9 Effective Green, g (s)15.76.329.018.233.9 Actuated g/C Ratio0.290.120.540.340.63 Clearance Time (s)4.04.04.04.0 Vehicle Extension (s)3.03.03.03.0 Lane Grp Cap (vph)5052128726121155 v/s Ratio Protc0.05c0.050.12c0.280.02 v/s Ratio Perm0.03 v/c Ratio0.180.410.210.830.07 Uniform Delay, d114.222.06.416.43.8 Progression Factor1.001.001.001.001.00 Incremental Delay, d20.81.30.19.60.0 Delay (s)15.023.26.526.03.8 Level of ServiceBCACA Approach Delay (s)15.09.921.6 Approach LOSBAC Intersection Summary HCM Average Control Delay16.6HCM Level of ServiceB HCM Volume to Capacity ratio0.51 Actuated Cycle Length (s) 53.7Sum of lost time (s)13.5 Intersection Capacity Utilization48.8%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 2 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 3: E. 33rd AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)72463473950479 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)73473544051489 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)338 pX, platoon unblocked vC, conflicting volume965374394 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol965374394 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %739396 cM capacity (veh/h)2726741170 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total12039451489 Volume Left730510 Volume Right474000 cSH354170011701700 Volume to Capacity0.340.230.040.29 Queue Length 95th (ft)37030 Control Delay (s)20.30.08.20.0 Lane LOSCA Approach Delay (s)20.30.00.8 Approach LOSC Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 42.0%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 3 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 4: W. 39th AVE & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)8893722835298 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)961040248383107 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume764436489 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol764436489 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %739896 cM capacity (veh/h)3616251085 Direction, Lane #EB 1NB 1SB 1 Volume Total105288489 Volume Left96400 Volume Right100107 cSH37510851700 Volume to Capacity0.280.040.29 Queue Length 95th (ft)2830 Control Delay (s)18.31.50.0 Lane LOSCA Approach Delay (s)18.31.50.0 Approach LOSC Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 55.2%ICU Level of Service B Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 4 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 5: E. 40th AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)20582012961301 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)20592053062307 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume652220235 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol652220235 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %959395 cM capacity (veh/h)4118221327 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total8023562307 Volume Left200620 Volume Right593000 cSH654170013271700 Volume to Capacity0.120.140.050.18 Queue Length 95th (ft)10040 Control Delay (s)11.30.07.80.0 Lane LOSBA Approach Delay (s)11.30.01.3 Approach LOSB Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 31.6%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 5 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 6: E. 40th AVE & DONALD STREET MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Sign ControlStopStopStopStop Volume (vph)12533711110962379311112128 Peak Hour Factor0.940.940.940.940.940.940.940.940.940.940.940.94 Hourly flow rate (vph)13563911811662484331212930 Direction, Lane #EB 1WB 1NB 1SB 1 Volume Total (vph)109240141170 Volume Left (vph)131182412 Volume Right (vph)3963330 Hadj (s)-0.190.08-0.11-0.09 Departure Headway (s)4.84.94.94.9 Degree Utilization, x0.150.330.190.23 Capacity (veh/h)677687673678 Control Delay (s)8.710.39.19.4 Approach Delay (s)8.710.39.19.4 Approach LOSABAA Intersection Summary Delay 9.5 HCM Level of ServiceA Intersection Capacity Utilization 39.8%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 6 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 7: REST HAVEN & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)0002303210 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0002503490 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume599349349 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol599349349 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %100100100 cM capacity (veh/h)4656941210 Direction, Lane #EB 1NB 1SB 1 Volume Total0250349 Volume Left000 Volume Right000 cSH170012101700 Volume to Capacity0.000.000.21 Queue Length 95th (ft)000 Control Delay (s)0.00.00.0 Lane LOSA Approach Delay (s)0.00.00.0 Approach LOSA Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 20.6%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 7 HCM Unsignalized Intersection Capacity Analysis 3/29/2015 8: EXISTING CEMETERY & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)9632563565 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)10732783875 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume674390392 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol674390392 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %9899100 cM capacity (veh/h)4226631177 Direction, Lane #EB 1NB 1SB 1 Volume Total16282392 Volume Left1030 Volume Right705 cSH49411771700 Volume to Capacity0.030.000.23 Queue Length 95th (ft)300 Control Delay (s)12.50.10.0 Lane LOSBA Approach Delay (s)12.50.10.0 Approach LOSB Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 29.9%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 BACKGROUND CONDITIONSSynchro 7 - Report BRANCH ENGINEERING, INCPage 8 HCM Signalized Intersection Capacity Analysis 3/30/2015 1: DONALD STREET & WILLAMETTE STREET MovementWBL2WBLWBRNBLNBTNBRSBLSBTSBRNELNERNER2 Lane Configurations Volume (vph)21316422132734056437083 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.001.000.851.00 Flt Protected0.981.001.001.000.95 Satd. Flow (prot)17261859185615831770 Flt Permitted0.980.990.971.000.95 Satd. Flow (perm)17261850180615831770 Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97 Adj. Flow (vph)21316422832835158138183 RTOR Reduction (vph)016001000324100 Lane Group Flow (vph)015002340037925739100 Heavy Vehicles (%)0%0%0%0%2%2%2%2%2%2%2%2% Turn TypeSplitPermPermPerm Protected Phases88263 Permitted Phases2666 Actuated Green, G (s)2.024.124.124.115.2 Effective Green, g (s)1.523.623.623.614.7 Actuated g/C Ratio0.030.440.440.440.28 Clearance Time (s)4.04.04.04.04.0 Vehicle Extension (s)3.03.03.03.03.0 Lane Grp Cap (vph)49819800701488 v/s Ratio Protc0.01c0.22 v/s Ratio Perm0.13c0.210.16 v/c Ratio0.320.290.470.370.80 Uniform Delay, d125.49.510.59.917.9 Progression Factor1.001.001.001.001.00 Incremental Delay, d23.70.92.01.59.2 Delay (s)29.110.412.511.427.1 Level of ServiceCBBBC Approach Delay (s)29.110.411.827.1 Approach LOSCBBC Intersection Summary HCM Average Control Delay15.6HCM Level of ServiceB HCM Volume to Capacity ratio0.59 Actuated Cycle Length (s) 53.3Sum of lost time (s)13.5 Intersection Capacity Utilization68.6%ICU Level of ServiceC Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 1 HCM Signalized Intersection Capacity Analysis 3/30/2015 2: CREST DRIVE & WILLAMETTE STREET MovementEBLEBRNBLNBRSWLSWR Lane Configurations Volume (vph)646478317466115 Ideal Flow (vphpl)190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.000.851.000.85 Flt Protected0.980.951.000.951.00 Satd. Flow (prot)17291805161518051615 Flt Permitted0.980.951.000.951.00 Satd. Flow (perm)17291805161518051615 Peak-hour factor, PHF0.910.910.910.910.910.91 Adj. Flow (vph)707086348512126 RTOR Reduction (vph)5000160045 Lane Group Flow (vph)9008618851281 Heavy Vehicles (%)0%0%0%0%0%0% Turn Typept+ovpm+ov Protected Phases233 442 Permitted Phases4 Actuated Green, G (s)16.26.829.518.734.9 Effective Green, g (s)15.76.329.018.233.9 Actuated g/C Ratio0.290.120.540.340.63 Clearance Time (s)4.04.04.04.0 Vehicle Extension (s)3.03.03.03.0 Lane Grp Cap (vph)5052128726121155 v/s Ratio Protc0.05c0.050.12c0.280.02 v/s Ratio Perm0.03 v/c Ratio0.180.410.220.840.07 Uniform Delay, d114.222.06.416.43.8 Progression Factor1.001.001.001.001.00 Incremental Delay, d20.81.30.19.70.0 Delay (s)15.023.26.626.13.8 Level of ServiceBCACA Approach Delay (s)15.09.921.7 Approach LOSBAC Intersection Summary HCM Average Control Delay16.7HCM Level of ServiceB HCM Volume to Capacity ratio0.51 Actuated Cycle Length (s) 53.7Sum of lost time (s)13.5 Intersection Capacity Utilization48.9%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 2 HCM Unsignalized Intersection Capacity Analysis 3/30/2015 3: E. 33rd AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)73463494050480 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)74473564151490 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)338 pX, platoon unblocked vC, conflicting volume968377397 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol968377397 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %729396 cM capacity (veh/h)2706721167 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total12139751490 Volume Left740510 Volume Right474100 cSH352170011671700 Volume to Capacity0.350.230.040.29 Queue Length 95th (ft)38030 Control Delay (s)20.50.08.20.0 Lane LOSCA Approach Delay (s)20.50.00.8 Approach LOSC Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 42.2%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 3 HCM Unsignalized Intersection Capacity Analysis 3/30/2015 4: W. 39th AVE & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)8893723135498 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)961040251385107 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume770438491 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol770438491 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %739896 cM capacity (veh/h)3586231083 Direction, Lane #EB 1NB 1SB 1 Volume Total105291491 Volume Left96400 Volume Right100107 cSH37310831700 Volume to Capacity0.280.040.29 Queue Length 95th (ft)2930 Control Delay (s)18.41.50.0 Lane LOSCA Approach Delay (s)18.41.50.0 Approach LOSC Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 55.5%ICU Level of Service B Analysis Period (min)15 REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 4 HCM Unsignalized Intersection Capacity Analysis 3/30/2015 5: E. 40th AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)21582043061303 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)21592083162309 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume657223239 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol657223239 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %959395 cM capacity (veh/h)4088191322 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total8123962309 Volume Left210620 Volume Right593100 cSH646170013221700 Volume to Capacity0.120.140.050.18 Queue Length 95th (ft)11040 Control Delay (s)11.40.07.90.0 Lane LOSBA Approach Delay (s)11.40.01.3 Approach LOSB Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 31.9%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 5 HCM Unsignalized Intersection Capacity Analysis 3/30/2015 6: E. 40th AVE & DONALD STREET MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Sign ControlStopStopStopStop Volume (vph)12543711111062379311112128 Peak Hour Factor0.940.940.940.940.940.940.940.940.940.940.940.94 Hourly flow rate (vph)13573911811762484331212930 Direction, Lane #EB 1WB 1NB 1SB 1 Volume Total (vph)110241141170 Volume Left (vph)131182412 Volume Right (vph)3963330 Hadj (s)-0.190.08-0.11-0.09 Departure Headway (s)4.84.94.94.9 Degree Utilization, x0.150.330.190.23 Capacity (veh/h)676687672677 Control Delay (s)8.710.39.19.4 Approach Delay (s)8.710.39.19.4 Approach LOSABAA Intersection Summary Delay 9.5 HCM Level of ServiceA Intersection Capacity Utilization 39.9%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 6 HCM Unsignalized Intersection Capacity Analysis 3/30/2015 7: REST HAVEN & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)4112303213 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)4112503493 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume603351352 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol603351352 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %99100100 cM capacity (veh/h)4626931207 Direction, Lane #EB 1NB 1SB 1 Volume Total5251352 Volume Left410 Volume Right103 cSH49512071700 Volume to Capacity0.010.000.21 Queue Length 95th (ft)100 Control Delay (s)12.40.00.0 Lane LOSBA Approach Delay (s)12.40.00.0 Approach LOSB Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 27.9%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 7 HCM Unsignalized Intersection Capacity Analysis 3/30/2015 8: EXISTING CEMETERY & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)9632593585 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)10732823895 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume680392395 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol680392395 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %9899100 cM capacity (veh/h)4196611175 Direction, Lane #EB 1NB 1SB 1 Volume Total16285395 Volume Left1030 Volume Right705 cSH49111751700 Volume to Capacity0.030.000.23 Queue Length 95th (ft)300 Control Delay (s)12.60.10.0 Lane LOSBA Approach Delay (s)12.60.10.0 Approach LOSB Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 30.0%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/30/2015 2027 BUILD POS USES WITH EXISTING PL ZONE Synchro 7 - Report BRANCH ENGINEERING, INCPage 8 HCM Signalized Intersection Capacity Analysis 3/30/15 1: DONALD STREET & WILLAMETTE STREET MovementWBL2WBLWBRNBLNBTNBRSBLSBTSBRNELNERNER2 Lane Configurations Volume (vph)21316422132734062940683 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.001.000.851.00 Flt Protected0.981.001.001.000.95 Satd. Flow (prot)17261859185615831770 Flt Permitted0.980.990.971.000.95 Satd. Flow (perm)17261850180615831770 Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97 Adj. Flow (vph)21316422832835164841983 RTOR Reduction (vph)016001000369100 Lane Group Flow (vph)015002340037927942900 Heavy Vehicles (%)0%0%0%0%2%2%2%2%2%2%2%2% Turn TypeSplitPermPermPerm Protected Phases88263 Permitted Phases2666 Actuated Green, G (s)2.123.723.723.716.1 Effective Green, g (s)1.623.223.223.215.6 Actuated g/C Ratio0.030.430.430.430.29 Clearance Time (s)4.04.04.04.04.0 Vehicle Extension (s)3.03.03.03.03.0 Lane Grp Cap (vph)51796777681512 v/s Ratio Protc0.01c0.24 v/s Ratio Perm0.13c0.210.18 v/c Ratio0.300.290.490.410.84 Uniform Delay, d125.610.011.110.618.0 Progression Factor1.001.001.001.001.00 Incremental Delay, d23.30.92.21.811.5 Delay (s)29.011.013.312.429.4 Level of ServiceCBBBC Approach Delay (s)29.011.012.729.4 Approach LOSCBBC Intersection Summary HCM Average Control Delay17.0HCM Level of ServiceB HCM Volume to Capacity ratio0.62 Actuated Cycle Length (s) 53.9Sum of lost time (s)13.5 Intersection Capacity Utilization70.6%ICU Level of ServiceC Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 1 HCM Signalized Intersection Capacity Analysis 3/30/15 2: CREST DRIVE & WILLAMETTE STREET MovementEBLEBRNBLNBRSWLSWR Lane Configurations Volume (vph)646478353531115 Ideal Flow (vphpl)190019001900190019001900 Total Lost time (s)4.54.54.54.54.5 Lane Util. Factor1.001.001.001.001.00 Frt0.931.000.851.000.85 Flt Protected0.980.951.000.951.00 Satd. Flow (prot)17291805161518051615 Flt Permitted0.980.951.000.951.00 Satd. Flow (perm)17291805161518051615 Peak-hour factor, PHF0.910.910.910.910.910.91 Adj. Flow (vph)707086388584126 RTOR Reduction (vph)5100170039 Lane Group Flow (vph)8908621858487 Heavy Vehicles (%)0%0%0%0%0%0% Turn Typept+ovpm+ov Protected Phases233 442 Permitted Phases4 Actuated Green, G (s)16.07.032.021.037.0 Effective Green, g (s)15.56.531.520.536.0 Actuated g/C Ratio0.280.120.560.370.64 Clearance Time (s)4.04.04.04.0 Vehicle Extension (s)3.03.03.03.0 Lane Grp Cap (vph)4792109086611168 v/s Ratio Protc0.05c0.050.14c0.320.02 v/s Ratio Perm0.03 v/c Ratio0.190.410.240.880.07 Uniform Delay, d115.423.06.216.63.8 Progression Factor1.001.001.001.001.00 Incremental Delay, d20.91.30.113.30.0 Delay (s)16.324.36.329.93.8 Level of ServiceBCACA Approach Delay (s)16.39.625.3 Approach LOSBAC Intersection Summary HCM Average Control Delay18.7HCM Level of ServiceB HCM Volume to Capacity ratio0.56 Actuated Cycle Length (s) 56.0Sum of lost time (s)13.5 Intersection Capacity Utilization52.5%ICU Level of ServiceA Analysis Period (min)15 c Critical Lane Group REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 2 HCM Unsignalized Intersection Capacity Analysis 3/30/15 3: E. 33rd AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)94463855250545 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)96473935351556 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)338 pX, platoon unblocked vC, conflicting volume1078419446 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol1078419446 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %599395 cM capacity (veh/h)2326361120 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total14344651556 Volume Left960510 Volume Right475300 cSH293170011201700 Volume to Capacity0.490.260.050.33 Queue Length 95th (ft)63040 Control Delay (s)28.40.08.40.0 Lane LOSDA Approach Delay (s)28.40.00.7 Approach LOSD Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 46.0%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 3 HCM Unsignalized Intersection Capacity Analysis 3/30/15 4: W. 39th AVE & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)8893727944098 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)961040303478107 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume915532585 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol915532585 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %679896 cM capacity (veh/h)2935521000 Direction, Lane #EB 1NB 1SB 1 Volume Total105343585 Volume Left96400 Volume Right100107 cSH30610001700 Volume to Capacity0.340.040.34 Queue Length 95th (ft)3730 Control Delay (s)22.81.40.0 Lane LOSCA Approach Delay (s)22.81.40.0 Approach LOSC Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 58.7%ICU Level of Service B Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 4 HCM Unsignalized Intersection Capacity Analysis 3/30/15 5: E. 40th AVE & WILLAMETTE STREET MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)64582525561389 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.980.980.980.980.980.98 Hourly flow rate (vph)65592575662397 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume807285313 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol807285313 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %809295 cM capacity (veh/h)3327561241 Direction, Lane #WB 1NB 1SB 1SB 2 Volume Total12431362397 Volume Left650620 Volume Right595600 cSH453170012411700 Volume to Capacity0.270.180.050.23 Queue Length 95th (ft)28040 Control Delay (s)15.90.08.10.0 Lane LOSCA Approach Delay (s)15.90.01.1 Approach LOSC Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 38.3%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 5 HCM Unsignalized Intersection Capacity Analysis 3/30/15 6: E. 40th AVE & DONALD STREET MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Sign ControlStopStopStopStop Volume (vph)12693711114062379311112128 Peak Hour Factor0.940.940.940.940.940.940.940.940.940.940.940.94 Hourly flow rate (vph)13733911814962484331212930 Direction, Lane #EB 1WB 1NB 1SB 1 Volume Total (vph)126273141170 Volume Left (vph)131182412 Volume Right (vph)3963330 Hadj (s)-0.170.07-0.11-0.09 Departure Headway (s)4.95.05.15.0 Degree Utilization, x0.170.380.200.24 Capacity (veh/h)663684648653 Control Delay (s)8.910.99.39.6 Approach Delay (s)8.910.99.39.6 Approach LOSABAA Intersection Summary Delay 9.9 HCM Level of ServiceA Intersection Capacity Utilization 41.5%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 6 HCM Unsignalized Intersection Capacity Analysis 3/30/15 7: REST HAVEN & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)77814230321132 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)84915250349143 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume701421492 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol701421492 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %799999 cM capacity (veh/h)3996331071 Direction, Lane #EB 1NB 1SB 1 Volume Total92265492 Volume Left84150 Volume Right90143 cSH41410711700 Volume to Capacity0.220.010.29 Queue Length 95th (ft)2110 Control Delay (s)16.20.60.0 Lane LOSCA Approach Delay (s)16.20.60.0 Approach LOSC Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 37.2%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 7 HCM Unsignalized Intersection Capacity Analysis 3/30/15 8: EXISTING CEMETERY & WILLAMETTE STREET MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)9633074445 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)10733344835 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume826485488 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol826485488 tC, single (s)6.46.24.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %9799100 cM capacity (veh/h)3445861086 Direction, Lane #EB 1NB 1SB 1 Volume Total16337488 Volume Left1030 Volume Right705 cSH41210861700 Volume to Capacity0.040.000.29 Queue Length 95th (ft)300 Control Delay (s)14.10.10.0 Lane LOSBA Approach Delay (s)14.10.10.0 Approach LOSB Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 34.5%ICU Level of Service A Analysis Period (min)15 REST HAVEN TPRA 3/28/2015 2027 LOW DENSITY RESIDENTIAL ZONE AND USESSynchro 7 - Report BRANCH ENGINEERING, INCPage 8 )\LMFMX- Exhibit K Exhibit L Exhibit M Exhibit N 4VSTSWIH1IXVS4PER(IWMKREXMSR 4VSTSWIH>SRMRK1ET 30th AVENUE 40th AVENUE