LIC SR INTERCHANGE OPERATIONS STUDY

LIC SR 16 18.20 - INTERCHANGE OPERATIONS STUDY Project Summary Location SR 16 & W. Church St. Interchange Newark, Ohio Licking County PID 99478 Study Sponsor ODOT District 5 Proposed Work Add Left Turn Lane on SR 16 Eastbound Exit Ramp at West Church Street Study Area: Proposed Improvement: Add LT Lane on SR 16 EB Exit Ramp at W. Church St. HCS Analysis Points: Freeway Analysis SR 16 EB, upstream of West Church Street Diverge SR 16 EB, upstream of West Church Street Merge SR 16 EB, downstream of West Church Street Merge Ramp Analysis SR 16 EB Diverge to West Church Street SR 16 EB Merge from West Church Street Ohio Dept. of Transportation Page 1 of 6 Revised 1/26/2016 District 5

LIC SR 16 18.20 - INTERCHANGE OPERATIONS STUDY Intersection Analysis SR 16 EB Ramp at West Church Street SR 16 WB Ramp at West Church Street/Country Club Drive West Church Street at North 30 th Street* *The No-Build condition is based on the proposed improvements included with LIC-CR804-0.90, PID 89478. The project includes an added turn lane, increased turning radii, sidewalk replacement, curb ramps, upgraded traffic signal, and resurfaced pavement. The project is scheduled for construction in 2016. Problem Description The State Route 16 at West Church Street interchange is located in the western portion of the city of Newark and is currently the first grade separated interchange on State Route 16 upon entry into the city of Newark from the west. The interchange provides access to Country Club Drive, which has become an important arterial due to development in the area and particularly as a result of the growth of several institutions, including; OSU-Newark, Central Ohio Technical College, and Mount Vernon Nazarene University. These are primarily commuter campuses and during peak hours, particularly in the morning, vehicle queues on the State Route 16 eastbound exit ramp occasionally extend back to mainline State Route 16. The existing State Route 16 Eastbound Exit Ramp at West Church Street consists of a single lane under signalized control and the purpose of this project is to modify the ramp to provide for a second lane. Traffic Analysis Posted Speed Limits (of Roadways within the Study Area): State Route 16 55 West Church Street 35 Country Club Drive 35 North 30 th Street 35 Freeway Analysis Results: SR 16 EB Mainline Analysis West of W. Church St. Exit Exit Ramp East of W. Church St. Exit Ramp East of W. Church St. Entrance Ramp LOS 2037 AM No-Build Density (pc/mi/ln) LOS 2037 AM Build Density (pc/mi/ln) LOS 2037 PM No-Build Density (pc/mi/ln) LOS 2037 PM Build Density (pc/mi/ln) B 17.9 B 17.9 C 24.7 C 24.7 A 10.9 A 10.9 C 18.3 C 18.3 B 12.9 B 12.9 C 21.6 C 21.6 Ohio Dept. of Transportation Page 2 of 6 Revised 1/26/2016 District 5

LIC SR 16 18.20 - INTERCHANGE OPERATIONS STUDY Ramp Analysis Results: SR 16 EB Ramp Analysis LOS 2037 AM No-Build Density (pc/mi/ln) LOS 2037 AM Build Density (pc/mi/ln) LOS 2037 PM No-Build Density (pc/mi/ln) LOS 2037 PM Build Density (pc/mi/ln) W. Church St. Diverge W. Church St. Merge B 16.2 B 16.2 C 23.2 C 23.2 B 12.0 B 12.0 C 20.0 C 20.0 Intersection Analysis Results: Signalized Intersection Analysis LOS 2037 AM No-Build Delay (sec/veh) LOS 2037 AM Build Delay (sec/veh) LOS 2037 PM No-Build Delay (sec/veh) LOS 2037 PM Build Delay (sec/veh) SR 16 WB Exit Ramp at West Church St/Country Club Dr EB Appoach C 32.3 C 32.3 D 47.5 D 47.5 WB Appoach D 53.1 D 53.1 E 64.7 E 64.7 NB Approach C 25.7 C 25.7 C 20.5 C 20.5 SB Approach D 51.1 D 51.1 E 63.0 E 63.0 Overall Intersection D 36.4 D 36.4 D 42.1 D 42.1 SR 16 EB Exit/Entrance Ramp at West Church Street EB Approach E 79.1 C 31.8 E 65.5 C 31.1 NB Approach F 80.1 C 32.7 E 62.3 C 25.5 SB Approach D 43.0 C 28.1 E 65.8 C 30.6 Overall Intersection E 69.2 C 31.1 E 64.5 C 29.1 West Church Street at North 30 th Street EB Approach C 26.7 C 26.7 C 31.6 C 31.6 WB Approach C 28.8 C 28.8 C 30.5 C 30.5 NB Approach B 19.2 B 19.2 C 25.3 C 25.3 SB Approach C 29.3 C 29.3 C 29.3 C 29.3 Overall Intersection C 24.7 C 24.7 C 28.9 C 28.9 Ohio Dept. of Transportation Page 3 of 6 Revised 1/26/2016 District 5

LIC SR 16 18.20 - INTERCHANGE OPERATIONS STUDY Turn Lane Lengths: Intersection/Turn Lane SR 16 WB Exit Ramp at W. Church St./Country Club Dr. Calculated Length* No Block Length Existing Length Proposed Length WBLT 200 400 ** 150 150 SR 16 EB Ramp at W. Church St. EBLT 600 450 n/a 600 NBLT 150 825 ** 150 150 W. Church St. at N. 30 th St.# EBLT # # n/a 100 # EBRT # # 175 400 # WBLT # # 240 240 # NBRT # # n/a 315 # *Calculated Turn Lane Length includes 50 taper and storage per Figures 401-7E, 401-9E, and 401-10E of Section 400 of the ODOT Location and Design Manual Volume 1. Deceleration on the off ramps is assumed to occur prior to the beginning of the turn lane taper. **This length is beyond the scope of the project. At the SR 16 EB Ramp, the AM/PM Peak NB left turning volumes are 50/60 vehicles per hour, so not accommodating for through blockage should have a minimal negative affect. #See LIC-CR804-0.90, PID 89478 plan sheets in Appendices. Construction to be completed in 2016. Conclusion: The IOS verifies that the SR 16 level of service is not degraded between the design year no-build condition and the design year build condition. The study meets the requirements of the Ohio Department of Transportation. Ohio Dept. of Transportation Page 4 of 6 Revised 1/26/2016 District 5

LIC SR 16 18.20 - INTERCHANGE OPERATIONS STUDY No-Build SR 16 EB Exit Ramp at West Church Street Ohio Dept. of Transportation Page 5 of 6 Revised 1/26/2016 District 5

LIC SR 16 18.20 - INTERCHANGE OPERATIONS STUDY Build SR 16 EB Exit Ramp at West Church Street with Left Turn Lane Ohio Dept. of Transportation Page 6 of 6 Revised 1/26/2016 District 5

APPENDIX A Certified Traffic

INTER-OFFICE COMMUNICATION TO: Jonathan Ryan, District 8 FROM: Drew Hurst, P.E., Transportation Planner, Office of Statewide Planning and Research SUBJECT: LIC-16-18.20, PID 99478 DATE: September 14, 2015 In reply to a request dated September 3, 2015, plates are attached showing the 2017/2037 ADT, A.M. and P.M. DHV turning movement forecasts. Please use the following design designations: Country Club Dr Church St Church St SR 16 WB Ramp north leg south leg west leg east leg 2017 ADT: 16,420 18,510 5,530 2,680 2037 ADT: 19,620 22,170 6,350 2,920 K: 0.09 0.09 0.00 0.10 2037 DHV: 1,840 2,060 640 280 D: 0.55 0.55 0.72 1.00 T24: 0.01 0.01 0.01 0.01 TD: 0.01 0.01 0.01 0.01 Church St SR 16 EB Ramps north leg south leg west leg 2017 ADT: 18,510 15,560 9,330 2037 ADT: 22,170 18,930 11,340 K: 0.09 0.09 0.12 2037 DHV: 2,060 1,790 1,320 D: 0.55 0.54 0.80 T24: 0.01 0.01 0.04 TD: 0.01 0.01 0.03

30th St Church St north leg south leg west leg east leg 2017 ADT: 260 11,280 12,790 6,910 2037 ADT: 270 14,940 16,350 7,980 K: 0.22 0.09 0.10 0.10 2037 DHV: 60 1,400 1,590 810 D: 0.50 0.55 0.51 0.60 T24: 0.03 0.01 0.01 0.01 TD: 0.02 0.01 0.01 0.01 SR 16 west of Church St east of Church St 2017 ADT: 44,310 42,740 2037 ADT: 52,170 49,930 K: 0.08 0.08 2037 DHV: 4,120 4,050 D: 0.67 0.60 T24: 0.05 0.04 TD: 0.01 0.01 If you have any questions, please contact me at (614) 466-7826. c: M. Byram, OSPR G. Giaimo, OSPR File

APPENDIX B Highway Capacity Results

SR 16 Mainline and Ramps

AM DHV

BASIC FREEWAY WORKSHEET file:///c:/users/jryan1/appdata/local/temp/f2kd790.tmp Page 1 of 1 10/26/2015 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Jonathan Ryan Highway/Direction of Travel SR 16/Eastbound Agency or Company ODOT D5 From/To West of the Church St Off Ramp Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period AM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Oper.(LOS) Flow Inputs Des.(N) Volume, V 2010 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, P T 1 Peak-Hr Prop. of AADT, K %RVs, P R 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments f p 1.00 E R 1.2 E T 1.5 f HV = 1/[1+P T (E T - 1) + P R (E R - 1)]0.995 Speed Inputs Lane Width Rt-Side Lat. Clearance Number of Lanes, N 2 Total Ramp Density, TRD ft ft ramps/mi FFS (measured) 60.0 Base free-flow Speed, BFFS LOS and Performance Measures Operational (LOS) v p = (V or DDHV) / (PHF x N x f HV 1074 pc/h/ln x f p ) S 60.0 D = v p / S 17.9 pc/mi/ln LOS Glossary N - Number of lanes V - Hourly volume B S - Speed D - Density v p - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume Calc Speed Adj and FFS f LW f LC TRD Adjustment Planning Data FFS 60.0 Design (N) Design (N) Design LOS v p = (V or DDHV) / (PHF x N x f HV x f p ) S D = v p / S Required Number of Lanes, N Factor Location pc/h/ln pc/mi/ln E R - Exhibits 11-10, 11-12 f LW - Exhibit 11-8 E T - Exhibits 11-10, 11-11, 11-13 f LC - Exhibit 11-9 f p - Page 11-18 TRD - Page 11-11 LOS, S, FFS, v p - Exhibits 11-2, 11-3 Copyright 2015 University of Florida, All Rights Reserved HCS 2010 TM Version 6.70 Generated: 10/26/2015 11:22 AM

RAMPS AND RAMP JUNCTIONS WORKSHEET file:///c:/users/jryan1/appdata/local/temp/r2kf682.tmp Page 1 of 1 1/7/2016 RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst Jonathan Ryan Freeway/Dir of Travel SR 16/Eastbound Agency or Company ODOT D5 Junction Church St Off Ramp Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period AM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Inputs Upstream Adj Ramp Yes No L up = On Off ft Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, L A Deceleration Lane Length L D 725 Freeway Volume, V F 2010 Ramp Volume, V R 790 Downstream Adj Ramp Yes V u = veh/h Freeway Free-Flow Speed, S FF 60.0 Ramp Free-Flow Speed, S FR 45.0 V D = veh/h Conversion to pc/h Under Base Conditions (pc/h) V (Veh/hr) PHF Terrain %Truck %Rv f HV f p v = V/PHF x f HV x f p Freeway 2010 0.94 Level 1 0 0.995 1.00 2149 No Ramp 790 0.94 Level 3 0 0.985 1.00 853 UpStream DownStream Merge Areas Diverge Areas Estimation of v 12 Estimation of v 12 V 12 = V F ( P FM ) L EQ = (Equation 13-6 or 13-7) P FM = using Equation (Exhibit 13-6) V 12 = pc/h V 3 or V av34 pc/h (Equation 13-14 or 13-17) Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = Capacity Checks pc/h (Equation 13-16, 13-18, or 13-19) L down = V 12 = V R + (V F - V R )P FD L EQ = (Equation 13-12 or 13-13) On Off P FD = 1.000 using Equation (Exhibit 13-7) V 12 = 2149 pc/h V 3 or V av34 0 pc/h (Equation 13-14 or 13-17) Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Actual Capacity LOS F? Actual Capacity LOS F? V FO Exhibit 13-8 V F 2149 Exhibit 13-8 4600 No V FO = V F - V R 1296 Exhibit 13-8 4600 No V R 853 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? V R12 Exhibit 13-8 V 12 2149 Exhibit 13-8 4400:All No Level of Service Determination (if not F) Level of Service Determination (if not F) D R = 5.475 + 0.00734 v R + 0.0078 V 12-0.00627 L A D R = (pc/mi/ln) LOS = (Exhibit 13-2) Speed Determination M S = (Exibit 13-11) S R = (Exhibit 13-11) S 0 = (Exhibit 13-11) S = (Exhibit 13-13) D R = D R = 4.252 + 0.0086 V 12-0.009 L D 16.2 (pc/mi/ln) LOS = B (Exhibit 13-2) Speed Determination D s = 0.375 (Exhibit 13-12) S R = 53.3 (Exhibit 13-12) S 0 = N/A (Exhibit 13-12) S = 53.3 (Exhibit 13-13) Copyright 2015 University of Florida, All Rights Reserved HCS2010 TM Version 6.70 Generated: 1/7/2016 12:49 PM ft

BASIC FREEWAY WORKSHEET file:///c:/users/jryan1/appdata/local/temp/f2k98df.tmp Page 1 of 1 10/26/2015 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Jonathan Ryan Highway/Direction of Travel SR 16/Eastbound Agency or Company ODOT D5 From/To Church St Off and On Ramps Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period AM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Oper.(LOS) Flow Inputs Des.(N) Volume, V 1220 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, P T 1 Peak-Hr Prop. of AADT, K %RVs, P R 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments f p 1.00 E R 1.2 E T 1.5 f HV = 1/[1+P T (E T - 1) + P R (E R - 1)]0.995 Speed Inputs Lane Width Rt-Side Lat. Clearance Number of Lanes, N 2 Total Ramp Density, TRD ft ft ramps/mi FFS (measured) 60.0 Base free-flow Speed, BFFS LOS and Performance Measures Operational (LOS) v p = (V or DDHV) / (PHF x N x f HV 652 pc/h/ln x f p ) S 60.0 D = v p / S 10.9 pc/mi/ln LOS Glossary N - Number of lanes V - Hourly volume A S - Speed D - Density v p - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume Calc Speed Adj and FFS f LW f LC TRD Adjustment Planning Data FFS 60.0 Design (N) Design (N) Design LOS v p = (V or DDHV) / (PHF x N x f HV x f p ) S D = v p / S Required Number of Lanes, N Factor Location pc/h/ln pc/mi/ln E R - Exhibits 11-10, 11-12 f LW - Exhibit 11-8 E T - Exhibits 11-10, 11-11, 11-13 f LC - Exhibit 11-9 f p - Page 11-18 TRD - Page 11-11 LOS, S, FFS, v p - Exhibits 11-2, 11-3 Copyright 2015 University of Florida, All Rights Reserved HCS 2010 TM Version 6.70 Generated: 10/26/2015 11:24 AM

RAMPS AND RAMP JUNCTIONS WORKSHEET file:///c:/users/jryan1/appdata/local/temp/r2kc07a.tmp Page 1 of 1 1/7/2016 RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst Jonathan Ryan Freeway/Dir of Travel SR 16/Eastbound Agency or Company ODOT D5 Junction Church St On Ramp Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period AM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Inputs Upstream Adj Ramp Yes No L up = On Off ft Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, L A 875 Deceleration Lane Length L D Freeway Volume, V F 1220 Ramp Volume, V R 230 Downstream Adj Ramp Yes V u = veh/h Freeway Free-Flow Speed, S FF 60.0 Ramp Free-Flow Speed, S FR 30.0 V D = veh/h Conversion to pc/h Under Base Conditions (pc/h) V (Veh/hr) PHF Terrain %Truck %Rv f HV f p v = V/PHF x f HV x f p Freeway 1220 0.94 Level 1 0 0.995 1.00 1304 Ramp 230 0.94 Level 3 0 0.985 1.00 248 UpStream DownStream Merge Areas Diverge Areas Estimation of v 12 Estimation of v 12 V 12 = V F ( P FM ) L EQ = (Equation 13-6 or 13-7) P FM = 1.000 using Equation (Exhibit 13-6) V 12 = 1304 pc/h V 3 or V av34 0 pc/h (Equation 13-14 or 13-17) Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks No L down = V 12 = V R + (V F - V R )P FD L EQ = (Equation 13-12 or 13-13) P FD = using Equation (Exhibit 13-7) V 12 = pc/h V 3 or V av34 pc/h (Equation 13-14 or 13-17) On Off Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Actual Capacity LOS F? Actual Capacity LOS F? V F Exhibit 13-8 V FO 1552 Exhibit 13-8 No V FO = V F - V R Exhibit 13-8 V Exhibit 13- R 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? V R12 1552 Exhibit 13-8 4600:All No V 12 Exhibit 13-8 Level of Service Determination (if not F) Level of Service Determination (if not F) D R = 5.475 + 0.00734 v R + 0.0078 V 12-0.00627 L A D R = 4.252 + 0.0086 V 12-0.009 L D D R = 12.0 (pc/mi/ln) D R = (pc/mi/ln) LOS = B (Exhibit 13-2) Speed Determination M S = 0.287 (Exibit 13-11) S R = 54.8 (Exhibit 13-11) S 0 = N/A (Exhibit 13-11) S = 54.8 (Exhibit 13-13) LOS = (Exhibit 13-2) Speed Determination D s = (Exhibit 13-12) S R = (Exhibit 13-12) S 0 = (Exhibit 13-12) S = (Exhibit 13-13) Copyright 2015 University of Florida, All Rights Reserved HCS2010 TM Version 6.70 Generated: 1/7/2016 12:51 PM ft

BASIC FREEWAY WORKSHEET file:///c:/users/jryan1/appdata/local/temp/f2kfea6.tmp Page 1 of 1 10/26/2015 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Jonathan Ryan Highway/Direction of Travel SR 16/Eastbound Agency or Company ODOT D5 From/To East of Church St On Ramp Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period AM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Oper.(LOS) Flow Inputs Des.(N) Volume, V 1450 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, P T 1 Peak-Hr Prop. of AADT, K %RVs, P R 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments f p 1.00 E R 1.2 E T 1.5 f HV = 1/[1+P T (E T - 1) + P R (E R - 1)]0.995 Speed Inputs Lane Width Rt-Side Lat. Clearance Number of Lanes, N 2 Total Ramp Density, TRD ft ft ramps/mi FFS (measured) 60.0 Base free-flow Speed, BFFS LOS and Performance Measures Operational (LOS) v p = (V or DDHV) / (PHF x N x f HV 775 pc/h/ln x f p ) S 60.0 D = v p / S 12.9 pc/mi/ln LOS Glossary N - Number of lanes V - Hourly volume B S - Speed D - Density v p - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume Calc Speed Adj and FFS f LW f LC TRD Adjustment Planning Data FFS 60.0 Design (N) Design (N) Design LOS v p = (V or DDHV) / (PHF x N x f HV x f p ) S D = v p / S Required Number of Lanes, N Factor Location pc/h/ln pc/mi/ln E R - Exhibits 11-10, 11-12 f LW - Exhibit 11-8 E T - Exhibits 11-10, 11-11, 11-13 f LC - Exhibit 11-9 f p - Page 11-18 TRD - Page 11-11 LOS, S, FFS, v p - Exhibits 11-2, 11-3 Copyright 2015 University of Florida, All Rights Reserved HCS 2010 TM Version 6.70 Generated: 10/26/2015 11:25 AM

PM DHV

BASIC FREEWAY WORKSHEET file:///c:/users/jryan1/appdata/local/temp/f2kb3f3.tmp Page 1 of 1 10/26/2015 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Jonathan Ryan Highway/Direction of Travel SR 16/Eastbound Agency or Company ODOT D5 From/To West of the Church St Off Ramp Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period PM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Oper.(LOS) Flow Inputs Des.(N) Volume, V 2770 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, P T 1 Peak-Hr Prop. of AADT, K %RVs, P R 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments f p 1.00 E R 1.2 E T 1.5 f HV = 1/[1+P T (E T - 1) + P R (E R - 1)]0.995 Speed Inputs Lane Width Rt-Side Lat. Clearance Number of Lanes, N 2 Total Ramp Density, TRD ft ft ramps/mi FFS (measured) 60.0 Base free-flow Speed, BFFS LOS and Performance Measures Operational (LOS) v p = (V or DDHV) / (PHF x N x f HV 1481 pc/h/ln x f p ) S 60.0 D = v p / S 24.7 pc/mi/ln LOS Glossary N - Number of lanes V - Hourly volume C S - Speed D - Density v p - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume Calc Speed Adj and FFS f LW f LC TRD Adjustment Planning Data FFS 60.0 Design (N) Design (N) Design LOS v p = (V or DDHV) / (PHF x N x f HV x f p ) S D = v p / S Required Number of Lanes, N Factor Location pc/h/ln pc/mi/ln E R - Exhibits 11-10, 11-12 f LW - Exhibit 11-8 E T - Exhibits 11-10, 11-11, 11-13 f LC - Exhibit 11-9 f p - Page 11-18 TRD - Page 11-11 LOS, S, FFS, v p - Exhibits 11-2, 11-3 Copyright 2015 University of Florida, All Rights Reserved HCS 2010 TM Version 6.70 Generated: 10/26/2015 11:26 AM

RAMPS AND RAMP JUNCTIONS WORKSHEET file:///c:/users/jryan1/appdata/local/temp/r2kcbb6.tmp Page 1 of 1 1/7/2016 RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst Jonathan Ryan Freeway/Dir of Travel SR 16/Eastbound Agency or Company ODOT D5 Junction Church St Off Ramp Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period PM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Inputs Upstream Adj Ramp Yes No L up = On Off ft Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, L A Deceleration Lane Length L D 725 Freeway Volume, V F 2770 Ramp Volume, V R 720 Downstream Adj Ramp Yes V u = veh/h Freeway Free-Flow Speed, S FF 60.0 Ramp Free-Flow Speed, S FR 45.0 V D = veh/h Conversion to pc/h Under Base Conditions (pc/h) V (Veh/hr) PHF Terrain %Truck %Rv f HV f p v = V/PHF x f HV x f p Freeway 2770 0.94 Level 1 0 0.995 1.00 2962 No Ramp 720 0.94 Level 3 0 0.985 1.00 777 UpStream DownStream Merge Areas Diverge Areas Estimation of v 12 Estimation of v 12 V 12 = V F ( P FM ) L EQ = (Equation 13-6 or 13-7) P FM = using Equation (Exhibit 13-6) V 12 = pc/h V 3 or V av34 pc/h (Equation 13-14 or 13-17) Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = Capacity Checks pc/h (Equation 13-16, 13-18, or 13-19) L down = V 12 = V R + (V F - V R )P FD L EQ = (Equation 13-12 or 13-13) On Off P FD = 1.000 using Equation (Exhibit 13-7) V 12 = 2962 pc/h V 3 or V av34 0 pc/h (Equation 13-14 or 13-17) Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Actual Capacity LOS F? Actual Capacity LOS F? V FO Exhibit 13-8 V F 2962 Exhibit 13-8 4600 No V FO = V F - V R 2185 Exhibit 13-8 4600 No V R 777 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? V R12 Exhibit 13-8 V 12 2962 Exhibit 13-8 4400:All No Level of Service Determination (if not F) Level of Service Determination (if not F) D R = 5.475 + 0.00734 v R + 0.0078 V 12-0.00627 L A D R = (pc/mi/ln) LOS = (Exhibit 13-2) Speed Determination M S = (Exibit 13-11) S R = (Exhibit 13-11) S 0 = (Exhibit 13-11) S = (Exhibit 13-13) D R = D R = 4.252 + 0.0086 V 12-0.009 L D 23.2 (pc/mi/ln) LOS = C (Exhibit 13-2) Speed Determination D s = 0.368 (Exhibit 13-12) S R = 53.4 (Exhibit 13-12) S 0 = N/A (Exhibit 13-12) S = 53.4 (Exhibit 13-13) Copyright 2015 University of Florida, All Rights Reserved HCS2010 TM Version 6.70 Generated: 1/7/2016 12:52 PM ft

BASIC FREEWAY WORKSHEET file:///c:/users/jryan1/appdata/local/temp/f2k430b.tmp Page 1 of 1 10/26/2015 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Jonathan Ryan Highway/Direction of Travel SR 16/Eastbound Agency or Company ODOT D5 From/To Church St Off and On Ramps Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period PM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Oper.(LOS) Flow Inputs Des.(N) Volume, V 2050 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, P T 1 Peak-Hr Prop. of AADT, K %RVs, P R 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments f p 1.00 E R 1.2 E T 1.5 f HV = 1/[1+P T (E T - 1) + P R (E R - 1)]0.995 Speed Inputs Lane Width Rt-Side Lat. Clearance Number of Lanes, N 2 Total Ramp Density, TRD ft ft ramps/mi FFS (measured) 60.0 Base free-flow Speed, BFFS LOS and Performance Measures Operational (LOS) v p = (V or DDHV) / (PHF x N x f HV 1096 pc/h/ln x f p ) S 60.0 D = v p / S 18.3 pc/mi/ln LOS Glossary N - Number of lanes V - Hourly volume C S - Speed D - Density v p - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume Calc Speed Adj and FFS f LW f LC TRD Adjustment Planning Data FFS 60.0 Design (N) Design (N) Design LOS v p = (V or DDHV) / (PHF x N x f HV x f p ) S D = v p / S Required Number of Lanes, N Factor Location pc/h/ln pc/mi/ln E R - Exhibits 11-10, 11-12 f LW - Exhibit 11-8 E T - Exhibits 11-10, 11-11, 11-13 f LC - Exhibit 11-9 f p - Page 11-18 TRD - Page 11-11 LOS, S, FFS, v p - Exhibits 11-2, 11-3 Copyright 2015 University of Florida, All Rights Reserved HCS 2010 TM Version 6.70 Generated: 10/26/2015 11:26 AM

RAMPS AND RAMP JUNCTIONS WORKSHEET file:///c:/users/jryan1/appdata/local/temp/r2k2b2.tmp Page 1 of 1 1/7/2016 RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst Jonathan Ryan Freeway/Dir of Travel SR 16/Eastbound Agency or Company ODOT D5 Junction Church St On Ramp Date Performed 10/26/2015 Jurisdiction City of Newark Analysis Time Period PM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Inputs Upstream Adj Ramp Yes No L up = On Off ft Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, L A 875 Deceleration Lane Length L D Freeway Volume, V F 2050 Ramp Volume, V R 370 Downstream Adj Ramp Yes V u = veh/h Freeway Free-Flow Speed, S FF 60.0 Ramp Free-Flow Speed, S FR 30.0 V D = veh/h Conversion to pc/h Under Base Conditions (pc/h) V (Veh/hr) PHF Terrain %Truck %Rv f HV f p v = V/PHF x f HV x f p Freeway 2050 0.94 Level 1 0 0.995 1.00 2192 Ramp 370 0.94 Level 3 0 0.985 1.00 400 UpStream DownStream Merge Areas Diverge Areas Estimation of v 12 Estimation of v 12 V 12 = V F ( P FM ) L EQ = (Equation 13-6 or 13-7) P FM = 1.000 using Equation (Exhibit 13-6) V 12 = 2192 pc/h V 3 or V av34 0 pc/h (Equation 13-14 or 13-17) Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks No L down = V 12 = V R + (V F - V R )P FD L EQ = (Equation 13-12 or 13-13) P FD = using Equation (Exhibit 13-7) V 12 = pc/h V 3 or V av34 pc/h (Equation 13-14 or 13-17) On Off Is V 3 or V av34 > 2,700 pc/h? Yes No Is V 3 or V av34 > 1.5 * V 12 /2 Yes No If Yes,V 12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Actual Capacity LOS F? Actual Capacity LOS F? V F Exhibit 13-8 V FO 2592 Exhibit 13-8 No V FO = V F - V R Exhibit 13-8 V Exhibit 13- R 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? V R12 2592 Exhibit 13-8 4600:All No V 12 Exhibit 13-8 Level of Service Determination (if not F) Level of Service Determination (if not F) D R = 5.475 + 0.00734 v R + 0.0078 V 12-0.00627 L A D R = 4.252 + 0.0086 V 12-0.009 L D D R = 20.0 (pc/mi/ln) D R = (pc/mi/ln) LOS = C (Exhibit 13-2) Speed Determination M S = 0.321 (Exibit 13-11) S R = 54.2 (Exhibit 13-11) S 0 = N/A (Exhibit 13-11) S = 54.2 (Exhibit 13-13) LOS = (Exhibit 13-2) Speed Determination D s = (Exhibit 13-12) S R = (Exhibit 13-12) S 0 = (Exhibit 13-12) S = (Exhibit 13-13) Copyright 2015 University of Florida, All Rights Reserved HCS2010 TM Version 6.70 Generated: 1/7/2016 12:53 PM ft

BASIC FREEWAY WORKSHEET file:///c:/users/jryan1/appdata/local/temp/f2k9f8f.tmp Page 1 of 1 10/26/2015 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Jonathan Ryan Highway/Direction of Travel SR 16/Eastbound Agency or Company ODOT D5 From/To East of Church St On Ramp Date Performed 9/18/2015 Jurisdiction City of Newark Analysis Time Period PM Peak Build/No-Build Analysis Year 2037 Project Description LIC-16-18.20, PID 99478 Oper.(LOS) Flow Inputs Des.(N) Volume, V 2420 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, P T 1 Peak-Hr Prop. of AADT, K %RVs, P R 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments f p 1.00 E R 1.2 E T 1.5 f HV = 1/[1+P T (E T - 1) + P R (E R - 1)]0.995 Speed Inputs Lane Width Rt-Side Lat. Clearance Number of Lanes, N 2 Total Ramp Density, TRD ft ft ramps/mi FFS (measured) 60.0 Base free-flow Speed, BFFS LOS and Performance Measures Operational (LOS) v p = (V or DDHV) / (PHF x N x f HV 1294 pc/h/ln x f p ) S 60.0 D = v p / S 21.6 pc/mi/ln LOS Glossary N - Number of lanes V - Hourly volume C S - Speed D - Density v p - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume Calc Speed Adj and FFS f LW f LC TRD Adjustment Planning Data FFS 60.0 Design (N) Design (N) Design LOS v p = (V or DDHV) / (PHF x N x f HV x f p ) S D = v p / S Required Number of Lanes, N Factor Location pc/h/ln pc/mi/ln E R - Exhibits 11-10, 11-12 f LW - Exhibit 11-8 E T - Exhibits 11-10, 11-11, 11-13 f LC - Exhibit 11-9 f p - Page 11-18 TRD - Page 11-11 LOS, S, FFS, v p - Exhibits 11-2, 11-3 Copyright 2015 University of Florida, All Rights Reserved HCS 2010 TM Version 6.70 Generated: 10/26/2015 11:26 AM

Intersections

AM DHV

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Oct 26, 2015 Area Type CBD Jurisdiction City of Newark Time Period AM Peak_2037_No Build/Build PHF 0.92 Urban Street Church St/Country Club Dr Analysis Year 2037 Analysis Period 1> 7:00 Intersection SR 16 WB Ramp & Chu File Name SR 16 WB & Church St.xus Project Description AM Peak_2037_No Build/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 10 0 60 80 80 220 330 950 500 30 Signal Information Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 41.0 23.9 29.1 0.0 0.0 0.0 3.5 4.1 4.2 0.0 0.0 0.0 1.5 1.4 1.3 0.0 0.0 0.0 2 3 4 5 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 1 6 2 Case Number 8.0 6.0 0.0 14.0 8.3 Phase Duration, s 34.6 34.6 46.0 75.4 29.4 Change Period, ( Y+R c ), s 5.5 5.5 5.0 5.5 5.5 Max Allow Headway ( MAH ), s 3.2 3.2 0.0 3.4 3.4 Queue Clearance Time ( g s ), s 25.3 31.1 36.1 20.9 Green Extension Time ( g e ), s 0.5 0.0 0.0 0.0 1.8 Phase Call Probability 1.00 1.00 1.00 1.00 Max Out Probability 0.71 1.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 76 87 326 642 749 290 286 Adjusted Saturation Flow Rate ( s ), veh/h/ln 842 1222 1496 1042 1630 1693 1659 Queue Service Time ( g s ), s 0.7 5.8 22.6 33.2 34.1 18.9 17.9 Cycle Queue Clearance Time ( g c ), s 23.3 29.1 22.6 33.2 34.1 18.9 17.9 Green Ratio ( g/c ) 0.26 0.26 0.26 0.64 0.64 0.22 0.22 Capacity ( c ), veh/h 260 130 396 713 1036 368 360 Volume-to-Capacity Ratio ( X ) 0.293 0.668 0.824 0.901 0.723 0.790 0.792 Available Capacity ( c a ), veh/h 260 130 396 713 1036 368 360 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.8 4.9 14.2 24.7 17.4 13.1 12.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.28 2.03 0.72 2.22 1.57 2.06 2.04 Uniform Delay ( d 1 ), s/veh 32.1 52.8 38.0 23.1 13.5 40.7 40.7 Incremental Delay ( d 2 ), s/veh 0.2 10.1 12.5 14.2 2.2 10.2 10.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 32.3 62.9 50.5 37.3 15.7 50.8 51.3 Level of Service (LOS) C E D D B D D Approach Delay, s/veh / LOS 32.3 C 53.1 D 25.7 C 51.1 D Intersection Delay, s/veh / LOS 36.4 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.7 B 2.2 B 2.1 B Bicycle LOS Score / LOS 0.6 A 1.2 A 1.6 A 1.0 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:38:47 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Oct 26, 2015 Area Type Other Jurisdiction City of Newark Time Period AM Peak_No Build PHF 0.92 Urban Street Church St/County Club Dr Analysis Year 2037 Analysis Period 1> 7:00 Intersection SR 16 EB Ramp & Chur File Name SR 16 EB & Church St.xus Project Description AM Peak_2037_No Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 520 0 270 50 760 460 180 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 10.0 21.5 42.5 0.0 0.0 0.0 3.5 4.1 4.3 0.0 0.0 0.0 1.5 1.4 1.2 0.0 0.0 0.0 2 3 4 5 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 1 6 2 Case Number 12.0 1.0 4.0 8.3 Phase Duration, s 48.0 15.0 42.0 27.0 Change Period, ( Y+R c ), s 5.5 5.0 5.5 5.5 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 44.5 3.8 38.5 18.6 Green Extension Time ( g e ), s 0.0 0.0 0.0 1.3 Phase Call Probability 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.01 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 859 54 826 364 332 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1685 1792 1881 1881 1701 Queue Service Time ( g s ), s 42.5 1.8 36.5 16.1 16.6 Cycle Queue Clearance Time ( g c ), s 42.5 1.8 36.5 16.1 16.6 Green Ratio ( g/c ) 0.47 0.37 0.41 0.24 0.24 Capacity ( c ), veh/h 796 320 763 449 406 Volume-to-Capacity Ratio ( X ) 1.079 0.170 1.083 0.810 0.816 Available Capacity ( c a ), veh/h 796 320 763 449 406 Back of Queue ( Q ), veh/ln ( 95 th percentile) 37.3 1.3 37.9 13.2 12.4 Queue Storage Ratio ( RQ ) ( 95 th percentile) 1.91 0.22 1.82 1.17 1.10 Uniform Delay ( d 1 ), s/veh 23.8 20.4 26.8 32.3 32.4 Incremental Delay ( d 2 ), s/veh 55.3 0.1 57.3 9.9 11.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 79.1 20.5 84.1 42.3 43.8 Level of Service (LOS) F C F D D Approach Delay, s/veh / LOS 79.1 E 0.0 80.1 F 43.0 D Intersection Delay, s/veh / LOS 69.2 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.3 B 1.9 A 2.1 B Bicycle LOS Score / LOS 1.9 A 1.9 A 1.1 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:35:24 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Oct 26, 2015 Area Type Other Jurisdiction City of Newark Time Period AM Peak_Build PHF 0.92 Urban Street Church St/County Club Dr Analysis Year 2037 Analysis Period 1> 7:00 Intersection SR 16 EB Ramp & Chur File Name SR 16 EB & Church St.xus Project Description AM Peak_2037_Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 520 0 270 50 760 460 180 Signal Information Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 10.0 40.0 44.0 0.0 0.0 0.0 3.5 4.1 4.3 0.0 0.0 0.0 1.5 1.4 1.2 0.0 0.0 0.0 2 3 4 5 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 1 6 2 Case Number 10.0 1.0 4.0 8.3 Phase Duration, s 49.5 15.0 60.5 45.5 Change Period, ( Y+R c ), s 5.5 5.0 5.5 5.5 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 33.3 3.8 45.1 19.0 Green Extension Time ( g e ), s 1.5 0.0 0.0 3.4 Phase Call Probability 1.00 1.00 1.00 1.00 Max Out Probability 0.05 0.01 1.00 0.03 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 565 293 54 826 364 332 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1757 1563 1792 1881 1881 1701 Queue Service Time ( g s ), s 31.3 15.3 1.8 43.1 16.4 17.0 Cycle Queue Clearance Time ( g c ), s 31.3 15.3 1.8 43.1 16.4 17.0 Green Ratio ( g/c ) 0.40 0.40 0.47 0.50 0.36 0.36 Capacity ( c ), veh/h 703 625 386 941 684 618 Volume-to-Capacity Ratio ( X ) 0.804 0.469 0.141 0.878 0.532 0.536 Available Capacity ( c a ), veh/h 703 625 386 941 684 618 Back of Queue ( Q ), veh/ln ( 95 th percentile) 19.6 9.2 1.3 27.7 11.9 11.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.84 0.39 0.22 1.33 1.05 0.98 Uniform Delay ( d 1 ), s/veh 29.2 24.4 17.5 24.5 27.6 27.7 Incremental Delay ( d 2 ), s/veh 6.3 0.2 0.1 9.2 0.4 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 35.5 24.6 17.6 33.7 28.0 28.2 Level of Service (LOS) D C B C C C Approach Delay, s/veh / LOS 31.8 C 0.0 32.7 C 28.1 C Intersection Delay, s/veh / LOS 31.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.3 B 1.9 A 2.3 B Bicycle LOS Score / LOS 1.9 A 1.9 A 1.1 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:32:48 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Nov 12, 2015 Area Type Other Jurisdiction City of Newark Time Period AM Peak_No Build/Build PHF 0.92 Urban Street Church St Analysis Year 2037 Analysis Period 1> 7:00 Intersection Church St & 30th St File Name Church St & 30th St.xus Project Description AM Peak_2037_No Build/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 10 210 390 130 140 10 360 10 80 10 10 10 Signal Information Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 7.0 38.0 18.0 37.0 0.0 0.0 3.5 3.5 3.5 3.5 0.0 0.0 2.0 2.0 0.0 2.0 0.0 0.0 2 4 5 6 7 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 4 Case Number 1.1 3.0 1.1 4.0 0.0 13.0 8.3 Phase Duration, s 12.5 43.5 12.5 43.5 21.5 64.0 42.5 Change Period, ( Y+R c ), s 5.5 5.5 5.5 5.5 3.5 5.5 5.5 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 0.0 3.1 3.1 Queue Clearance Time ( g s ), s 2.5 25.2 8.4 9.9 19.8 3.6 Green Extension Time ( g e ), s 0.0 1.6 0.0 1.7 0.0 1.0 1.0 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.03 0.02 1.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 11 228 424 141 163 402 87 33 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1792 1881 1594 1792 1859 1527 1594 1609 Queue Service Time ( g s ), s 0.5 11.3 23.2 6.4 7.9 17.8 3.1 0.0 Cycle Queue Clearance Time ( g c ), s 0.5 11.3 23.2 6.4 7.9 17.8 3.1 1.6 Green Ratio ( g/c ) 0.38 0.32 0.47 0.38 0.32 0.49 0.55 0.31 Capacity ( c ), veh/h 453 596 744 403 589 804 870 536 Volume-to-Capacity Ratio ( X ) 0.024 0.383 0.570 0.351 0.277 0.500 0.100 0.061 Available Capacity ( c a ), veh/h 453 596 744 403 589 804 870 536 Back of Queue ( Q ), veh/ln ( 95 th percentile) 0.3 8.8 13.4 4.9 6.4 11.7 2.0 1.2 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.09 0.56 0.85 0.52 0.67 0.97 0.17 0.31 Uniform Delay ( d 1 ), s/veh 24.0 31.9 23.2 26.3 30.7 20.3 13.1 29.2 Incremental Delay ( d 2 ), s/veh 0.0 0.2 0.7 0.2 0.1 0.2 0.0 0.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 24.0 32.0 23.9 26.5 30.8 20.5 13.1 29.3 Level of Service (LOS) C C C C C C B C Approach Delay, s/veh / LOS 26.7 C 28.8 C 19.2 B 29.3 C Intersection Delay, s/veh / LOS 24.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.1 B 2.3 B 2.4 B Bicycle LOS Score / LOS 1.6 A 1.0 A 1.3 A 0.5 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:39:47 PM

PM DHV

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Oct 26, 2015 Area Type CBD Jurisdiction City of Newark Time Period PM Peak_2037_No Build/Build PHF 0.92 Urban Street Church St/Country Club Dr Analysis Year 2037 Analysis Period 1> 7:00 Intersection SR 16 WB Ramp & Chu File Name SR 16 WB & Church St.xus Project Description PM Peak_2037_No Build/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 20 0 160 90 40 150 280 850 680 140 Signal Information Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 39.0 32.0 23.0 0.0 0.0 0.0 3.5 4.1 4.2 0.0 0.0 0.0 1.5 1.4 1.3 0.0 0.0 0.0 2 3 4 5 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 1 6 2 Case Number 8.0 6.0 0.0 14.0 8.3 Phase Duration, s 28.5 28.5 44.0 81.5 37.5 Change Period, ( Y+R c ), s 5.5 5.5 5.0 5.5 5.5 Max Allow Headway ( MAH ), s 3.4 3.4 0.0 3.5 3.5 Queue Clearance Time ( g s ), s 20.7 25.0 29.9 32.6 Green Extension Time ( g e ), s 0.3 0.0 0.0 1.5 0.0 Phase Call Probability 1.00 1.00 1.00 1.00 Max Out Probability 1.00 1.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 196 98 207 540 689 459 432 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1159 1107 1482 869 1619 1693 1592 Queue Service Time ( g s ), s 4.6 4.3 14.1 27.9 25.2 30.6 29.0 Cycle Queue Clearance Time ( g c ), s 18.7 23.0 14.1 27.9 25.2 30.6 29.0 Green Ratio ( g/c ) 0.21 0.21 0.21 0.69 0.69 0.29 0.29 Capacity ( c ), veh/h 279 109 310 651 1118 493 463 Volume-to-Capacity Ratio ( X ) 0.702 0.897 0.666 0.829 0.616 0.932 0.933 Available Capacity ( c a ), veh/h 279 109 310 651 1118 493 463 Back of Queue ( Q ), veh/ln ( 95 th percentile) 9.4 7.7 9.1 19.9 12.4 21.4 20.5 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.95 3.19 0.46 1.79 1.12 3.37 3.23 Uniform Delay ( d 1 ), s/veh 40.9 54.0 40.0 25.8 9.1 37.9 38.0 Incremental Delay ( d 2 ), s/veh 6.5 53.7 4.4 8.3 0.8 24.5 25.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 47.5 107.8 44.3 34.1 9.9 62.4 63.6 Level of Service (LOS) D F D C A E E Approach Delay, s/veh / LOS 47.5 D 64.7 E 20.5 C 63.0 E Intersection Delay, s/veh / LOS 42.1 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.7 B 2.2 B 2.1 B Bicycle LOS Score / LOS 0.8 A 1.0 A 1.5 A 1.2 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:44:20 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Oct 26, 2015 Area Type Other Jurisdiction City of Newark Time Period PM Peak_No Build PHF 0.92 Urban Street Church St/County Club Dr Analysis Year 2037 Analysis Period 1> 7:00 Intersection SR 16 EB Ramp & Chur File Name SR 16 EB & Church St.xus Project Description PM Peak_2037_No Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 370 0 350 60 760 620 310 Signal Information Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 10.0 32.8 51.2 0.0 0.0 0.0 3.5 4.1 4.3 0.0 0.0 0.0 1.5 1.4 1.2 0.0 0.0 0.0 2 3 4 5 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 1 6 2 Case Number 12.0 1.0 4.0 8.3 Phase Duration, s 56.7 15.0 53.3 38.3 Change Period, ( Y+R c ), s 5.5 5.0 5.5 5.5 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 53.2 4.5 49.8 32.7 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.02 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 783 65 826 536 475 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1657 1792 1881 1881 1668 Queue Service Time ( g s ), s 51.2 2.5 47.8 29.4 30.7 Cycle Queue Clearance Time ( g c ), s 51.2 2.5 47.8 29.4 30.7 Green Ratio ( g/c ) 0.47 0.41 0.43 0.30 0.30 Capacity ( c ), veh/h 771 239 817 561 497 Volume-to-Capacity Ratio ( X ) 1.015 0.273 1.011 0.955 0.955 Available Capacity ( c a ), veh/h 771 239 817 561 497 Back of Queue ( Q ), veh/ln ( 95 th percentile) 35.0 1.8 37.3 24.9 22.8 Queue Storage Ratio ( RQ ) ( 95 th percentile) 1.79 0.31 1.79 2.20 2.02 Uniform Delay ( d 1 ), s/veh 29.4 25.4 31.1 37.9 37.9 Incremental Delay ( d 2 ), s/veh 36.1 0.2 34.1 26.9 29.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 65.5 25.6 65.2 64.7 66.9 Level of Service (LOS) F C F E E Approach Delay, s/veh / LOS 65.5 E 0.0 62.3 E 65.8 E Intersection Delay, s/veh / LOS 64.5 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.3 B 1.9 A 2.1 B Bicycle LOS Score / LOS 1.8 A 2.0 A 1.3 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:45:34 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Oct 26, 2015 Area Type Other Jurisdiction City of Newark Time Period PM Peak_Build PHF 0.92 Urban Street Church St/County Club Dr Analysis Year 2037 Analysis Period 1> 7:00 Intersection SR 16 EB Ramp & Chur File Name SR 16 EB & Church St.xus Project Description PM Peak_2037_Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 370 0 350 60 760 620 310 Signal Information Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 10.0 44.0 40.0 0.0 0.0 0.0 3.5 4.1 4.3 0.0 0.0 0.0 1.5 1.4 1.2 0.0 0.0 0.0 2 3 4 5 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 1 6 2 Case Number 10.0 1.0 4.0 8.3 Phase Duration, s 45.5 15.0 64.5 49.5 Change Period, ( Y+R c ), s 5.5 5.0 5.5 5.5 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 24.5 4.0 41.9 28.3 Green Extension Time ( g e ), s 1.5 0.0 1.2 4.1 Phase Call Probability 1.00 1.00 1.00 1.00 Max Out Probability 0.01 0.01 1.00 0.15 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 402 380 65 826 536 475 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1757 1563 1792 1881 1881 1668 Queue Service Time ( g s ), s 20.8 22.5 2.0 39.9 25.2 26.3 Cycle Queue Clearance Time ( g c ), s 20.8 22.5 2.0 39.9 25.2 26.3 Green Ratio ( g/c ) 0.36 0.36 0.51 0.54 0.40 0.40 Capacity ( c ), veh/h 639 568 319 1009 752 667 Volume-to-Capacity Ratio ( X ) 0.630 0.669 0.205 0.819 0.712 0.712 Available Capacity ( c a ), veh/h 639 568 319 1009 752 667 Back of Queue ( Q ), veh/ln ( 95 th percentile) 13.3 13.1 1.5 24.6 17.6 16.0 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.68 0.67 0.25 1.18 1.56 1.42 Uniform Delay ( d 1 ), s/veh 28.9 29.4 17.9 21.1 27.7 27.7 Incremental Delay ( d 2 ), s/veh 1.5 2.5 0.1 5.1 2.7 3.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 30.4 31.9 18.0 26.1 30.4 30.8 Level of Service (LOS) C C B C C C Approach Delay, s/veh / LOS 31.1 C 0.0 25.5 C 30.6 C Intersection Delay, s/veh / LOS 29.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.3 B 1.9 A 2.3 B Bicycle LOS Score / LOS 1.8 A 2.0 A 1.3 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:50:09 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency ODOT D5 Duration, h 0.25 Analyst Jonathan Ryan Analysis Date Nov 12, 2015 Area Type Other Jurisdiction City of Newark Time Period PM Peak_No Build/Build PHF 0.92 Urban Street Church St Analysis Year 2037 Analysis Period 1> 7:00 Intersection Church St & 30th St File Name Church St & 30th St.xus Project Description PM Peak_2037_No Build/Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 10 280 520 100 210 10 560 10 200 10 10 10 Signal Information Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 7.0 38.0 18.0 37.0 0.0 0.0 3.5 3.5 3.5 3.5 0.0 0.0 2.0 2.0 0.0 2.0 0.0 0.0 2 4 5 6 7 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 4 Case Number 1.1 3.0 1.1 4.0 0.0 13.0 8.3 Phase Duration, s 12.5 43.5 12.5 43.5 21.5 64.0 42.5 Change Period, ( Y+R c ), s 5.5 5.5 5.5 5.5 3.5 5.5 5.5 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 0.0 3.2 3.2 Queue Clearance Time ( g s ), s 2.5 37.2 6.8 14.1 41.6 3.6 Green Extension Time ( g e ), s 0.0 0.3 0.0 2.5 0.0 0.0 1.9 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.03 1.00 1.00 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 11 304 565 109 239 620 217 33 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1792 1881 1594 1792 1866 1524 1594 1642 Queue Service Time ( g s ), s 0.5 15.8 35.2 4.8 12.1 18.0 8.6 0.0 Cycle Queue Clearance Time ( g c ), s 0.5 15.8 35.2 4.8 12.1 39.6 8.6 1.6 Green Ratio ( g/c ) 0.38 0.32 0.47 0.38 0.32 0.49 0.55 0.31 Capacity ( c ), veh/h 394 596 744 346 591 802 870 546 Volume-to-Capacity Ratio ( X ) 0.028 0.511 0.760 0.314 0.405 0.772 0.250 0.060 Available Capacity ( c a ), veh/h 394 596 744 346 591 802 870 546 Back of Queue ( Q ), veh/ln ( 95 th percentile) 0.3 11.6 19.8 3.7 9.2 9.9 5.5 1.2 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.09 0.73 1.24 0.39 0.98 0.82 0.45 0.31 Uniform Delay ( d 1 ), s/veh 24.4 33.4 26.4 26.4 32.1 24.9 14.3 29.2 Incremental Delay ( d 2 ), s/veh 0.0 0.3 4.1 0.2 0.2 4.2 0.1 0.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 24.4 33.7 30.6 26.6 32.3 29.1 14.4 29.3 Level of Service (LOS) C C C C C C B C Approach Delay, s/veh / LOS 31.6 C 30.5 C 25.3 C 29.3 C Intersection Delay, s/veh / LOS 28.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.1 B 2.3 B 2.4 B Bicycle LOS Score / LOS 1.9 A 1.1 A 1.9 A 0.5 A Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.70 Generated: 1/7/2016 1:48:17 PM

APPENDIX C Turn Lane Length Calculations

LIC SR 16 18.20 PID 99478 Minor Interchange Study Turn Lane Length Calculations STORAGE + DEC CELERATION + DIVERGING TA APER LENGTH NO-BLOCK LE ENGTH SR 16 WB Exit Ramp at West Church Street/ Country Club Drive WESTBOUND LEFT TURN LANE AM Design Hour PM Design Hour 2017 2037 2017 2037 Design Speed () 35 35 35 35 Intersection Control Signal Signal Signal Signal Cycle Length (sec.) 110 110 110 110 Turning Vehicles/Hour 70 80 80 90 Total Approach Vehicles/Hour 350 380 260 280 % Turns 20% 21% 31% 32% Condition A A A A Cycles/Hour 33 33 33 33 Vehicles/Cycle 2.1 2.4 2.4 2.7 Vehicles/Cycle (Round) 2 2 2 3 (S) Storage Length (ft.) 100 100 100 150 (D) Deceleration Length (ft.) 0 0 0 0 (B) Bay Length (ft.) = (S) + (D) 100 100 100 150 (T) Diverging Taper (ft.) 50 50 50 50 (L 1 ) Length (ft.) = (B) + (T) 150 150 150 200 Number of Through Lanes 1 1 1 1 Through Vehicles/Hour 280 300 180 190 Through Vehicles/Hour/Lane 280 300 180 190 Through Vehicles/Cycle 8.5 9.1 5.5 5.8 Vehicles/Cycle (Round) 9 9 6 6 (S 2 ) No-Block Storage (ft.) 350 350 250 250 (T) Diverging Taper (ft.) 50 50 50 50 (L 2 ) No-Block Length (ft.) 400 400 300 300 H:\PROJECTS\2015\201511_16Ch_Ramp\Correspondence\IMS\201511_TurnLaneLengthCalculations 12/8/2015

LIC SR 16 18.20 PID 99478 Minor Interchange Study Turn Lane Length Calculations STORAGE + DEC CELERATION + DIVERGING TA APER LENGTH NO-BLOCK LE ENGTH SR 16 EB Ramps at West Church Street EASTBOUND LEFT TURN LANE AM Design Hour PM Design Hour NORTHBOUND LEFT TURN LANE AM Design Hour PM Design Hour Year 2017 Year 2037 Year 2017 Year 2037 Year 2017 Year 2037 Year 2017 Year 2037 Design Speed () 35 35 35 35 35 35 35 35 Intersection Control Signal Signal Signal Signal Signal Signal Signal Signal Cycle Length (sec.) 110 110 110 110 110 110 110 110 Turning Vehicles/Hour 440 520 310 370 40 50 40 60 Total Approach Vehicles/Hour 660 790 590 720 660 810 670 820 % Turns 67% 66% 53% 51% 6% 6% 6% 7% Condition A A A A A A A A Cycles/Hour 33 33 33 33 33 33 33 33 Vehicles/Cycle 13.3 15.8 9.4 11.2 1.2 1.5 1.2 1.8 Vehicles/Cycle (Round) 13 16 9 11 1 2 1 2 (S) Storage Length (ft.) 475 550 350 400 50 100 50 100 (D) Deceleration Length (ft.) 0 0 0 0 0 0 0 0 (B) Bay Length (ft.) = (S) + (D) 475 550 350 400 50 100 50 100 (T) Diverging Taper (ft.) 50 50 50 50 50 50 50 50 (L 1 ) Length (ft.) = (B) + (T) 525 600 400 450 100 150 100 150 Number of Through Lanes 1 1 1 1 1 1 1 1 Through Vehicles/Hour 220 270 280 350 620 760 630 760 Through Vehicles/Hour/Lane 220 270 280 350 620 760 630 760 Through Vehicles/Cycle 6.7 8.2 8.5 10.6 18.8 23.0 19.1 23.0 Vehicles/Cycle (Round) 7 8 9 11 19 23 19 23 (S 2 ) No-Block Storage (ft.) 275 325 350 400 650 775 650 775 (T) Diverging Taper (ft.) 50 50 50 50 50 50 50 50 (L 2 ) No-Block Length (ft.) 325 375 400 450 700 825 700 825 H:\PROJECTS\2015\201511_16Ch_Ramp\Correspondence\IMS\201511_TurnLaneLengthCalculations 12/8/2015