Little Hills Expressway & Mel Wetter Roundabout
Sponsor Saint Charles Project No. RB18-000008
Project Type New Road
TOTAL FUNDING Total County Sponsor Federal $2,000,000 $500,000 $500,000 $1,000,000
Project Description
The Mel Wetter and MO 370 Interchange Study has identified the intersection of Mel Wetter Parkway and Little Hills Expressway to have significant traffic delays and experiencing an increase traffic volume due to new developments. A recent traffic impact study prepared for the Villages of Provence, a new residential development on Mel Wetter Parkway south of MO-370, forecasts increasing traffic volumes that will warrant intersection improvements at Mel Wetter Parkway and Little Hills Expressway. Multiple conceptual layouts were developed during the Mel Wetter and MO 370 Interchange Study with County and MoDOT participation. After a detail evaluation, Alternative A with a roundabout at Mel Wetter Parkway and Little Hills Expressway was the preferred alternative.
Summary of Alternative A: Expand the MO-370 interchange at Route 94 to include access to Mel Wetter Parkway through the addition of a collector distributor (C-D) road system; redesign the intersection at Mel Wetter Parkway and Little Hills Expressway with a roundabout; new signalized intersection on Mel Wetter Parkway with the south C-D road.
The City of Saint Charles is requested County funds for the design and construction of the roundabout at Mel Wetter Parkway and Little Hill Expressway. The roundabout will be constructed within existing City Right-of-Way. The roundabout will be designed and constructed to accommodate future MO 370 ramps and connection to the north collector distributor C-D road. The City of Saint Charles will be applying for Federal CMAQ Funds for the roundabout. The funding, design, and construction of the C-D roadway system, additional ramps, and interchange improvements will be further discussed with MoDOT and will be a future project.
The new roundabout will improve traffic flow, safety, and reduce emissions at the intersection. The roundabout will be designed to accommodate the forecasted 2040 traffic volumes and improve the overall level of service at the intersection. According to the FHWA Office of Safety, roundabouts are a Proven Safety Countermeasure because of their ability to substantially reduce the types of crashes that result in injury or loss of life. Roundabouts are designed to improve safety for all users, including pedestrians and bicyclists, by reducing speed of traffic and reducing the angle of conflict.
FUNDING FOR IMPROVEMENTS - Little Hills Expy & Mel Wetter Pkwy Roundabout County Sponsor Federal Other Total
Design $80,000.00 $80,000.00 $160,000.00 $0.00 $320,000.00
Utility Relocations $5,000.00 $5,000.00 $10,000.00 $0.00 $20,000.00
Right-of-Way $0.00 $0.00 $0.00 $0.00 $0.00
Construction $415,000.00 $415,000.00 $830,000.00 $0.00 $1,660,000.00 TOTAL $500,000.00 $500,000.00 $1,000,000.00 $0.00 $2,000,000.00 PERCENT (%) 25.00% 25.00% 50.00% 0.00% 100.00%
FINANCIAL PLAN Design County Sponsor Federal Other Total
2019 $80,000.00 $80,000.00 $160,000.00 $320,000.00
2020 $0.00
2021 $0.00
Utility Relocations County Sponsor Federal Other Total
2019 $0.00
2020 $5,000.00 $5,000.00 $10,000.00 $20,000.00
2021 $0.00
Right-of-Way County Sponsor Federal Other Total
2019 $0.00
2020 $0.00
2021 $0.00
Construction County Sponsor Federal Other Total
2019 $0.00
2020 $415,000.00 $415,000.00 $830,000.00 $1,660,000.00
2021 $0.00
Estimate of Project Costs
Project Sponsor: City of Saint Charles Project Title: Little Hills Expy and Mel Wetter Pkwy Roundabout Date: 5/30/2018
Specific Roadway Items Item Quantity Unit Unit Price Amount Concrete Pavement 6,400 SQYD $55.00 $352,000.00 Type 5 Aggregate Base 6,400 SQYD $10.00 $64,000.00 Concrete Curb and Gutter 3,300 LF $45.00 $148,500.00 Retaining Walls 5,200 SQFT $55.00 $286,000.00 Unclassified Excavation 4,000 CUYD $35.00 $140,000.00 Striping/Pavement Markings 1 LUMP SUM $20,000.00 $20,000.00 Signing 750 SQFT $40.00 $30,000.00 Removal of Improvements 1 LUMP SUM $30,000.00 $30,000.00 Mobilization 1 LUMP SUM $60,000.00 $60,000.00 Traffic Control 1 LUMP SUM $20,000.00 $20,000.00 SUBTOTAL $1,150,500.00
Specific Bicycle Items Item Quantity Unit Unit Price Amount Bike Trail - Shared Use Path 800 SY $55.00 $44,000.00 ADA Ramps 2 EACH $5,000.00 $10,000.00 SUBTOTAL $54,000.00
Specific Pedestrian Items Item Quantity Unit Unit Price Amount $0.00 SUBTOTAL $0.00
Specific Transit Items Item Quantity Unit Unit Price Amount $0.00 SUBTOTAL $0.00
Miscellaneous Other Items Item Quantity Unit Unit Price Amount Lighting 6 EA $10,000.00 $60,000.00 Utility Relocations 1 LUMP SUM $20,000.00 $20,000.00 Erosion Control & SWPPP 1 LUMP SUM $40,000.00 $40,000.00 SUBTOTAL $120,000.00
Construction Cost Total $1,324,500.00 Contingency $255,500.00 Inflation $80,000.00 Preliminary Engineering $320,000.00 Right-of-Way $0.00 Construction Engineering/Inspection $20,000.00 Project Total $2,000,000.00 Little Hills & Mel Wetter Roundabout - 30 May 2018 18 Task Name Planned Start Date Planned Finish Date Planned Duration Q3 '18 1 Planning 10/1/2018 2/22/2019 105 days 2 Prepare and Approve Project Charter 10/1/2018 10/26/2018 20 days 3 EOIs and Short-List 10/29/2018 11/9/2018 10 days 11/9/2018 4 RFPs and reviews 11/12/2018 12/7/2018 20 days 5 Consultant Selection with Council Notice 12/10/2018 12/21/2018 10 days 12/21/2018 6 Scope and negotiate contract 12/24/2018 1/4/2019 10 days 7 Board/Council: Contract final approval and signatures 1/7/2019 2/15/2019 30 days 2/15/2019 8 Design Notice to Proceed and Kick-Off Mtg 2/18/2019 2/22/2019 5 days 2/22/2019 9 Design 2/25/2019 1/12/2021 492 days 10 Data Sharing 2/25/2019 3/1/2019 5 days 11 Site Assessment 2/25/2019 3/1/2019 5 days 12 Project Management Plan (PMP) 2/25/2019 3/1/2019 5 days 13 Alternatives Analysis - Concept Plans 3/4/2019 3/29/2019 20 days 3/29/2019 14 AA and Concept Plan Review 4/1/2019 4/12/2019 10 days 4/12/2019 15 Board/Committee Concept Approval 4/15/2019 4/26/2019 10 days 4/26/2019 16 Survey 4/29/2019 6/28/2019 45 days 17 Title Reports 4/29/2019 5/17/2019 15 days 18 Survey Notice 4/29/2019 5/3/2019 5 days 5/3/2019 19 Field Survey and Submittal 5/6/2019 6/14/2019 30 days 20 Survey Review 6/17/2019 6/21/2019 5 days 21 Survey Approval 6/24/2019 6/28/2019 5 days 6/28/2019 22 Preliminary Plans 7/1/2019 10/18/2019 80 days 23 Preliminary Plan Design 7/1/2019 9/19/2019 59 days 9/19/2019 24 Preliminary Plan Submittal 9/20/2019 9/20/2019 1 day 9/20/2019 25 Preliminary Plan Review 9/23/2019 9/27/2019 5 days 26 Field Check #1 9/23/2019 9/27/2019 5 days 9/27/2019 27 Preliminary Plan Approval 10/15/2019 10/18/2019 4 days 10/18/2019 28 Final PS&E 10/21/2019 6/26/2020 180 days 29 Pre-Final PS&E Design 10/21/2019 1/10/2020 60 days 1/10/2020 30 Pre-Final PS&E Review(s) 1/13/2020 2/28/2020 35 days 31 Pre-Final PS&E QA/QC Check 1/13/2020 2/21/2020 30 days 32 Field Check #2 2/24/2020 2/28/2020 5 days 2/28/2020 33 PS&E Adjustments (Utility/ROW) and submittals 4/21/2020 6/1/2020 30 days 34 Field Check #3 6/2/2020 6/2/2020 1 day 6/2/2020 35 Final PS&E Review and Approval 6/2/2020 6/26/2020 19 days 6/26/2020 36 PS&E and ROW Package Prep 6/29/2020 7/3/2020 5 days 7/3/2020 37 Design Buffer 9/7/2020 11/27/2020 60 days 38 Bidding 11/30/2020 1/12/2021 32 days 1/12/2021 39 Utility Coordination 6/17/2019 7/23/2020 289 days 40 Utility Survey Location Verification 6/17/2019 7/12/2019 20 days 41 Preliminary Utility Plan of Adjustment 9/24/2019 12/13/2019 59 days 42 Utility Agency Review of Project Preliminary Plans 9/24/2019 10/14/2019 15 days 43 Utility Coordination Meeting #1 10/15/2019 10/15/2019 1 day 10/15/2019 44 Preliminary Utility Plans of Adustment 10/16/2019 12/10/2019 40 days 45 Preliminary Utility Plan of Adjustment Review and Approval 12/11/2019 12/13/2019 3 days 12/13/2019 46 Utility Relocation Plans 12/19/2019 2/20/2020 46 days 47 Utility Relocation Plan Design 12/19/2019 2/12/2020 40 days 48 Utility Coordination Meeting #2 2/13/2020 2/13/2020 1 day 2/13/2020 49 Utility Relocation Plan Review and Approval 2/14/2020 2/20/2020 5 days 2/20/2020 50 Utility Relocation Agreements 2/21/2020 3/19/2020 20 days 3/19/2020 51 Relocation Scheduling 5/26/2020 5/28/2020 3 days 52 Utility Relocations 5/29/2020 7/23/2020 40 days 7/23/2020 53 Construction 1/13/2021 10/5/2022 451 days 54 Capability, Experience, Reference, Bid, and Schedule Checks 1/13/2021 1/19/2021 5 days 55 Council Approval of Construction Contract 1/20/2021 3/2/2021 30 days 3/2/2021 56 Construction Contract Documents 3/3/2021 3/16/2021 10 days 57 Preconstruction Meeting and NTP 3/17/2021 3/17/2021 1 day 3/17/2021 58 Contractor Tasks/Schedule 3/25/2021 5/18/2022 300 days 59 Construction Buffer 5/19/2022 8/24/2022 70 days 60 Substantial Completion 8/25/2022 8/25/2022 1 day 8/25/2022 61 Final Completion 8/25/2022 10/5/2022 30 days 62 Project Closeout 10/6/2022 11/23/2022 35 days 63 Final Submittals 10/6/2022 10/19/2022 10 days 64 Final Payment and Retainage Release 10/27/2022 11/9/2022 10 days 11/9/2022 65 Asset Management Updates and O&M Requirements 10/20/2022 10/24/2022 3 days 66 File Review and Closeout 11/10/2022 11/23/2022 10 days 67 Variable Project Phases 10/1/2018 10/26/2022 1063 days 68 Permitting 9/24/2019 4/20/2020 150 days 69 Community Relations 9/24/2019 3/24/2021 392 days 70 Public Meeting Prep 9/24/2019 9/30/2019 5 days Jeremy Lutgen 71 Public Meeting - Preliminary Plans 10/1/2019 10/1/2019 1 day 10/1/2019 72 Public Meeting Feedback and Eval 10/2/2019 10/8/2019 5 days Jeremy Lutgen 73 Construction Notice (CMBs/Door Hangers/Other) 3/18/2021 3/24/2021 5 days 3/24/2021 74 Outside Funding - MoDOT 10/1/2018 10/26/2022 1063 days 75 Agency Approval of Funding Agreement 10/1/2018 2/1/2019 90 days 76 Agency consultant contract review and approval with obligation of design funds 1/7/2019 2/15/2019 30 days 2/15/2019 77 Agency review and approval of Preliminary Plans 9/24/2019 10/14/2019 15 days 10/14/2019 78 Agency intermediate reviews of Pre-Final PS&E 2/27/2020 3/4/2020 5 days 79 Agency review and approval of Final PS&E with obligation of funds and authority to bid 7/27/2020 9/4/2020 30 days 9/4/2020 80 Agency construction contract award concurrence 1/20/2021 2/9/2021 15 days 81 Agency final inspection, punchlist, and approval 10/6/2022 10/26/2022 15 days 82 Outside Funding - County 10/1/2018 7/22/2020 473 days 83 Agency Approval of Funding Agreement 10/1/2018 12/31/2018 66 days 84 Agency review and approval of Preliminary Plans 7/22/2019 8/9/2019 15 days 8/9/2019 85 Agency intermediate reviews of Pre-Final PS&E 12/25/2019 12/31/2019 5 days 86 Agency review and approval of Final PS&E with obligation of funds and authority to bid 6/11/2020 7/22/2020 30 days 7/22/2020 Page 1 ALTERNATIVE A
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Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
City of Saint Charles, Missouri
January 2018
PREPARED BY:
13523 Barrett Parkway Drive 15933 Clayton Road Suite 250 Suite 215 St. Louis, Missouri 63021 Ballwin, Missouri 63011 Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
I. PURPOSE OF REPORT
To best serve quality of life in their region, the City of Saint Charles and St. Charles County proactively look for transportation system improvements that have a positive effect on safety, traffic delays, connectivity and economic development opportunities. They identified safety and traffic delay issues with the MO-370/Route 94 interchange due to high volumes of traffic, long delays at the ramp intersections and ramp traffic that has backed up onto MO-370. Residential, light industrial and commercial growth in this north area of the City of Saint Charles will continue to increase traffic volumes at this interchange. Travelers from North Duchesne Drive, Mel Wetter Parkway, Little Hills Expressway, Fox Hill Road and many local roads use the Route 94 interchange to access MO-370.
The intersection of Mel Wetter Parkway and Little Hills Expressway is also identified with traffic delay and increasing traffic volumes. Approximately one- half mile west of Route 94, Mel Wetter Parkway bridges over MO-370 with no access to MO-370. A recent traffic impact study prepared for the new residential development on Mel Wetter Parkway south of MO-370 predicts that traffic volumes will warrant intersection improvements at Mel Wetter Parkway and Little Hills Expressway when that development is completed.
Several alternative concepts were developed to address the congestion at MO-370 and Route 94, provide access from Mel Wetter Parkway to MO-370 and improve the intersection at Mel Wetter Parkway and Little Hills Expressway. Recognizing the residential and pedestrian-bicycle friendly nature of Mel Wetter and Little Hills Expressway, the alternatives include connections to the existing trails to fit the context of this corridor.
This study reviews the feasibility, levels of service, impact/benefits, possible project phasing and cost of these alternatives.
II. TRANSPORTATION NETWORK
A. Study Area
The study area includes MO-370 from the Missouri River to west of Mel Wetter Parkway; Route 94/North Third Street north and south of MO-370; Mel Wetter Parkway/Fifth Street from North Duchesne Drive to Little Hills Expressway; Little Hills Expressway from west of Mel Wetter Parkway to Route 94; and several local roads that intersect with these corridors. The study area is depicted in Figure II-1, Figure II-2 and Figure II-3.
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MO-370 and Route 94 Interchange - The interchange on MO-370 at Route 94 is the first interchange west of the Missouri River and the first access to the City of Saint Charles from St. Louis County via MO-370. The next access is 2.75 miles west at the Elm Street interchange. Route 94 is an open-access north- south corridor through the City of Saint Charles. MO-370 is a limited access east-west freeway that connects I-270 in St. Louis County to I-70 in St. Peters, MO/St. Charles County.
Mel Wetter Parkway and Little Hills Expressway – These city roadways are west and north of the MO-370/Route 94 interchange and provide local connections from Route 94 to the City of Saint Charles. Mel Wetter Parkway generally runs parallel to Route 94 and bridges over MO-370 with no direct access. Little Hills Expressway intersects with Mel Wetter Parkway and connects to Route 94 and Boschertown Road.
The Norfolk Southern Railway - The Norfolk Southern Railroad tracks are approximately 200 feet to the south and parallel to MO-370. This railroad bridges over the Missouri River and over Route 94. Mel Wetter Parkway bridges over the Norfolk Southern Railroad tracks.
The Norfolk Southern is an active Class I Railroad. Per MoDOT’s 2012 Missouri State Rail Plan Existing Conditions Report, the Norfolk Southern Railway serves every major container port in the eastern United States and operates the most extensive intermodal network in the East. In Missouri, it connects St. Louis to Hannibal and to Kansas City.
Great Rivers Boschert Greenway/Fox Hill Park Trail – The Boschert Greenway/Fox Hill Park Trail is an existing bicycle and pedestrian trail along Little Hills Expressway and Mel Wetter Parkway that connects New Town, Fox Hill Park, Historic Saint Charles and the Katy Trail along the Missouri River. The trail includes a scenic overlook with a view of the River Valley in the southeast corner of Mel Wetter and Little Hills Expressway. Great Rivers Greenway and the City of Saint Charles have a planned extension of this greenway that will cross the Missouri River into St. Louis County on the MO-370 bridge.
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Study Area
N O R T H
Figure II-1: Study Area (St. Louis & St. Charles Region Shown)
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N O R T H
Figure II-2: Study Area with Adjacent Interchanges: Elm Street/New Town Boulevard 2.75 miles west of Route 94 Route 141 1.5 miles east of Route 94
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Study Area : Study Area Figure II-3
Traffic Count Locations
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B. Study Roadways
MO-370 is a Missouri State Highway maintained by the Missouri Department of Transportation (MoDOT), classified as a freeway and designed to Interstate standards. MoDOT 2015 Traffic Volume map shows the volume on MO-370 to be 56,515 east of the Missouri River and 49,875 west of Route 94. MO-370 is an outer loop expressway, connecting I-270 in St. Louis County to I-70 in St. Charles County.
Missouri Route 94 is classified as a suburban principal arterial north and south of MO-370. As it heads north it changes to a minor arterial and then to a major collector. This roadway is an important north-south corridor through the City of Saint Charles, connecting MO-370 and Interstate 70. It provides connections to several minor arterials and urban collectors along the corridor. The route carries approximately 12,000 vehicles per day north of MO-370 and 5,000 south. The posted speed limit is 35 miles per hour north of MO-370 and 30 miles per hour south. South of the MO-370 westbound ramps it is generally a 5-lane road with turning lanes that transitions to a 2-lane road with raised or painted median, enclosed drainage, a sidewalk on the west side and wide shoulders that are bicycle-friendly. Between the westbound MO-370 ramps and Little Hills Expressway it is generally a 4-lane road with turning lanes, raised median island, a mix of open and enclosed drainage and wide shoulders that are bicycle- friendly. North of Little Hills Expressway Route 94 transitions to a 3-lane road with turning lanes, a mix of open and enclosed drainage, and narrower shoulders. North of Fox Hill Road it transitions to a 2-lane road.
Mel Wetter Parkway is a 2-lane road classified as an urban major collector with a speed limit of 35 miles per hour. The average daily traffic on this section of Mel Wetter Parkway is approximately 6000 vehicles. Mel Wetter Parkway/Fifth Street/South River Road/Arena Parkway/Upper Bottom Road is a commercial/residential corridor running north-south through the City of Saint Charles and St. Charles County. In this study area, Mel Wetter Parkway has a raised decorative median with decorative lighting, enclosed drainage and a paved shoulder on the east side. Mel Wetter Parkway provides a connection from the New Town/Boschertown Road area of Saint Charles to the residential/commercial section of Fifth Street and the Historic Saint Charles riverfront. The paved shoulder on Mel Wetter Parkway is part of the Great Rivers Greenway Boschert Greenway, creating a wide pedestrian and bicycle- friendly corridor that continues from Little Hills Expressway to Historic Saint Charles and the Katy Trail on the riverfront.
Little Hills Expressway is a 2-lane road classified as a minor arterial with a speed limit of 40 miles per hour. It carries approximately 8000 vehicles per day,
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has wide shoulders curbed on the south and open-drainage on the north side. Between Route 94 and Boschertown Road the land use is commercial/office/industrial with quite a bit of undeveloped land. The Great Rivers Greenway Boschert Greenway runs parallel to Little Hills Expressway from Mel Wetter Parkway to east of Boschertown Road with a scenic overlook area at the southeast corner of the Mel Wetter Parkway intersection.
The remaining roadways in the study area are unclassified local streets. See Appendix A for the East-West Gateway Roadway Functional Classification map. See Figure II-4 for the existing signalized intersections in the study area.
Figure II-4: Existing Signalized Intersections within the Study Area - 7 - 01/12/18 Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
C. Land Use within the Study Area
Land use to the north of the Route 94 and MO-370 interchange is a mix of commercial and industrial developments, with several side roads connecting to residential areas. Boeing has a large research/manufacturing site north of MO-370 between Route 94 and the Missouri River and there are many light industrial facilities along the 94 corridor north of MO-370. South of MO-370 is a mix of residential, commercial and light industrial developments.
The Norfolk Southern Railroad parallels MO-370 and the Katy Trail and several local parks line the banks of the Missouri River north and south of MO-370.
D. Existing Traffic Conditions
Improvements within the study area are needed to relieve traffic, improve access and safety, and spur economic development. A brief summary of the existing problems consist of: Long queues at MO-370 Westbound off-ramp at Route 94 during PM peak Long queues and poor level of service at Southbound 94 to Eastbound MO-370 on-ramp during AM peak Queues and poor level of service at Little Hills Expressway and Mel Wetter Parkway No direct access to Mel Wetter Parkway from MO-370
Additional details about the existing traffic conditions are available within the Technical Memorandum of Findings, in Appendix B prepared on April 25th, 2017, to provide background data and preliminary findings for this study.
E. Existing Traffic Volumes
The existing traffic volume field counts within the study areas were acquired by video collection. Supplemental counts for MO-370 were obtained from MoDOT TMC data. Examination of the video files was also used as an aid to help determine origin-destination paths between closely spaced signals. Counts were conducted during the weekday AM and PM peak periods on Tuesday, November 15th and Tuesday, November 29th, 2016. The peak periods were determined to occur from 7:00-8:00 AM and 4:30-5:30 PM. Additional details and a list of peak hour traffic volume maps are available within the Technical Memorandum of Findings, in Appendix B.
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Traffic counts were collected at the following locations:
MO-370 Westbound Ramps at Route 94 MO-370 Eastbound Ramps at Route 94 Little Hills Expressway and Route 94 Little Hills Industrial Drive and Route 94 Little Hills Expressway and Little Hills Industrial Drive Little Hills Expressway and 5th Street/Mel Wetter Parkway Duchesne Drive and 5th Street/Mel Wetter Parkway Barthel Avenue and Route 94 Route 94 / N 3rd Street at Tecumseh Roundabout Tecumseh at N 2nd Street Olive at N 5th Street / Mel Wetter Parkway Olive at N 4th Street Olive at N 3rd Street Olive at N 2nd Street Randolph at N 5th Street / Mel Wetter Parkway
III. PROJECTED TRAFFIC
A 20-year forecasted design year was prepared to serve as the basis for evaluating the alternative designs to the no-build condition. The existing traffic counts, which were collected in 2016, were extrapolated forward in time to the estimated design year of 2040 (considering a build year of 2020). Full build-out trip volumes from the Emmaus Home Development and the redirected volumes from the Duchesne Drive Extension (gleaned from the CBB traffic study memo, May 15, 2015) were added to the model to account for anticipated developments beyond what would be accounted for in the background growth. Forecasted volumes were calculated using a compound growth formula shown below.
(FY-EY) VFutureYear = VExistingYear x (1+Growth Rate)^ Equation -1: Future volume compound growth formula
Background traffic growth occurs organically over time due to generalized increases in traffic, which can be attributed to population and employment growth, land developments in the surrounding area, or simply additional trip- making by existing populations. Background growth is commonly expressed as an annual rate of traffic increase relative to existing volumes.
The rate of background growth was forecasted considering historic traffic counts, East-West Gateway 2030 projections, as well as population and employment growth forecasts. EFK Moen staff discussed growth rates from all
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of these factors with City staff, and concluded that a 1.5% growth rate would be appropriate for the 2040 forecasted design year.
Projected traffic volume maps are available in Appendix C.
IV. STUDY METHODOLOGY
A. Operational Approach
The existing and forecasted traffic volumes were assessed by performing capacity studies of the various ramps, streets, and intersections for all alternatives within the study area. Each capacity study is evaluated based on many characteristics, including traffic volumes (existing & forecasted), intersection geometry, and unsignalized or signalized intersection traffic control. Each of the different traffic tools (Trafficware Synchro, Highway Capacity Software, and PTV VISSIM) were used in the study, taking advantage of each software package, where appropriate, to generate results for analysis and comparison.
B. Synchro/HCS2010
Synchro (version 9) is a macroscopic software package by Trafficware, which provides traffic analysis and signal timing optimization. It supports the Highway Capacity Manual’s methodology (2000 & 2010) for signalized intersections and roundabouts. Synchro also implements the Intersection Capacity Utilization method for determining intersection capacity. The software is familiar among traffic engineers for adjusting and improving timing plans at signalized intersections.
The Highway Capacity Software (HCS 2010) is a suite of software tools developed to implement the methodologies outlined in the Highway Capacity Manual (2010) for urban streets, signalized intersections, and interchange ramp terminals. This study used Synchro for signal timing optimization, and HCS 2010 output reports for intersection performance.
The traffic performance measures were graded using levels of service in accordance with the Highway Capacity Manual (HCM), last updated by the Transportation Research Board in 2010. Levels of services (LOS), which range from LOS A (free flow) to LOS F (oversaturated), are measures of traffic flow that consider factors such as speed, delay, interruptions, safety, and driver comfort and convenience. LOS C, which is commonly used for highway design purposes, represents a roadway with volumes utilizing approximately 70 to 80 percent of its capacity. For suburban and urban areas, a LOS D is typically used as the threshold for acceptable performance in peak period conditions.
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For intersections, levels of service criteria are based on delay. The criteria for signalized intersections reflect higher delay tolerances as compared to unsignalized intersections because motorists are accustomed to and accept longer delays at signals. The thresholds for intersection levels of service are summarized in Table IV-1.
For arterial corridors, levels of service criteria are based on the average speed to traverse the corridor. More specifically, level of service is dictated by the average travel speed as a percentage of the free-flow speed, or the speed at which a motorist would travel if no traffic control devices or vehicle interactions were present. The arterial level of service thresholds are summarized in Table IV-2.
Table IV-1: Intersection Level of Service Thresholds Control Delay per Vehicle (sec/veh) Level of Service Signalized Unsignalized A < 10 0-10 B > 10-20 > 10-15 C > 20-35 > 15-25 D > 35-55 > 25-35 E > 55-80 > 35-50 F > 80 > 50
Table IV-2: Arterial Level of Service Thresholds Travel Speed as % of Level of Service Free-Flow Speed A > 85% B > 67-85% C > 50-67% D > 40-50% E > 30-40% F < 30%
C. VISSIM
VISSIM (version 7) by PTV Vision, is a leading microscopic software simulation program for multi-modal traffic flow modeling. With its high level of detail, it accurately simulates urban and highway traffic, including cyclists and motorized vehicles. It specializes in analyzing complex traffic networks, including signalized and unsignalized intersections, ramps, and highways. It utilizes a multifaceted set of driver manner algorithms to truthfully model vehicle following and lane changing habits of real drivers.
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V. ALTERNATIVES REVIEWED
A. Improvement Options
After the existing study area was modeled and adjusted using VISSIM to reflect actual field conditions, six alternatives were developed to potentially address the needs of the study area. After consulting with City and County staff, and businesses within the area (notably Boeing), two alternative options that provide combined access to Mel Wetter within the MO-370/Route 94 interchange were examined in detail.
Alternative A: Expand the MO-370 interchange at Route 94 to include access to Mel Wetter Parkway through the addition of a collector- distributor (C-D) road system; redesign the intersection at Mel Wetter Parkway and Little Hills Expressway with a roundabout; new signalized intersection on Mel Wetter Parkway with the south C-D road Alternative B: Expand the MO-370 interchange at Route 94 to include access to Mel Wetter Parkway through the addition of a collector- distributor (C-D) road system; redesign the intersection at Mel Wetter Parkway and Little Hills Expressway with a signalized intersection; new signalized intersection on Mel Wetter Parkway with the south C-D road
Displays for these two alternatives and additional conceptual options can be found in the Exhibits section of this report. Detailed cost estimates for the two alternatives (A & B) can be found in Appendix D. It should be noted that multiple conceptual designs were presented to Boeing representatives, but any that incorporated improvements on Boeing property were excluded due to right of way acquisition and impacts to the sensitive nature and security of their business.
Route 94 and MO-370 are in MoDOT’s jurisdiction. All improvements proposed on these corridors will require their input, review and approval before moving forward. MoDOT has existing limited access rights along MO-370, so new breaks in access will need approval of the Missouri Highways and Transportation Commission. Early discussions with MoDOT are recommended to identify and address their concerns and to begin the process required for approval of the proposed interchange modifications.
B. Alternative A
Alternative A includes the following improvements:
Combine access from MO-370 to Route 94 and Mel Wetter Parkway with a C-D roadway system
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Reconfigure MO-370 WB on- and off-ramp to new north C-D road Reconfigure MO-370 EB on- and off-ramp to new south C-D road Add new MO-370 EB on-ramp from new south C-D ramp Roundabout at Little Hills Expressway, Mel Wetter Parkway and north C-D ramp Signal at Mel Wetter Parkway and new MO-370 south C-D road Extension of Little Hills Industrial to relocated Little Hills Expressway Opinion of Probable Cost including preliminary engineering and construction administration is $13.5 million.
This alternative is very similar in cost to Alternative B. This alternative satisfies the traffic demand forecast for the design year of 2040. SIDRA analysis of the roundabout predicts additional capacity to 2050 before a practical degree of saturation at a LOS D is reached.
These improvements can be built in three separate phases, each with independent benefits. Construction of the realigned Little Hills Expressway and Mel Wetter Parkway intersection has independent benefits and can proceed without the requirement to construct the remaining improvements. New ramp improvements and C-D roads could be built at a later time and be compatible with the first phase.
C. Alternative B
Alternative B includes the following improvements:
Combine access from MO-370 to Route 94 and Mel Wetter Parkway with a C-D roadway system Reconfigure MO-370 WB on- and off-ramp to new north C-D road Reconfigure MO-370 EB on- and off-ramp to new south C-D road Add new MO-370 EB on-ramp from new south C-D road Signal at Little Hills Expressway and Mel Wetter Parkway Signal at Mel Wetter Parkway and MO-370 north C-D ramp Signal at Mel Wetter Parkway and MO-370 south C-D ramp Extension of Little Hills Industrial to relocated Little Hills Expressway Opinion of Probable Cost including preliminary engineering and construction administration is $13.3 million
The cost of Alternative B is comparable to and just under Alternative A. This alternative also satisfies the traffic demand forecast for the design year of 2040 and these improvements can easily be built in phases just as Alternative A.
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Construction of the realigned Little Hills Expressway and signal at Mel Wetter Parkway has independent benefits and can proceed without the requirement to construct the remaining improvements. New ramp improvements and C-D roads could be built at a later time and be compatible with the prior construction.
D. Conceptual Alternatives Not Analyzed for Traffic Benefits/Impacts
Alternative C:
Reconfigure MO-370 WB partial cloverleaf to a spread diamond Combine access from MO-370 to Route 94 and Mel Wetter Parkway with a C-D roadway system Generally the same as Alternative A at Mel Wetter Parkway Significant right of way acquisition from Boeing property
Alternative D (See Alternative C Exhibit):
Reconfigure MO-370 WB partial cloverleaf to a spread diamond Combine access from MO-370 to Route 94 and Mel Wetter Parkway with a C-D roadway system Generally the same as Alternative B at Mel Wetter Parkway Significant right of way acquisition from Boeing property
Alternative E:
Reconfigure MO-370 WB ramp intersection to a roundabout at Route 94 Combine access from MO-370 to Route 94 and Mel Wetter Parkway with a C-D roadway system Generally the same as Alternative A or B at Mel Wetter Parkway Right of way taking from Boeing property due to roundabout diameter
Alternative F:
Reconfigure MO-370 WB partial cloverleaf to a tight diamond Combine access from MO-370 to Route 94 and Mel Wetter Parkway with a C-D roadway system Extend C-D roads east of Route 94 to N River Road Generally the same as Alternative A or B at Mel Wetter Parkway Right of way acquisition from Boeing property
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These four conceptual alternatives were not analyzed in detail due to the right of way acquisition required from the Boeing property. Alternatives C, D, and F would reconfigure the MO-370 WB off-ramp to pass through Boeing property, which contains contaminated soil, underground structures, and would impact the security of their operations.
Alternative E proposes a roundabout in place of the signal at Route 94 and the MO-370 WB ramps. Conceptually, a two-lane roundabout is needed due to traffic volumes and the number of existing approach lanes. A preliminary examination of the roundabout, using SIDRA, results in a LOS F for the WB ramp approach in the 2040 PM peak period. Considering that the existing signal will operate with favorable LOS in the 2040 design year, a roundabout was ruled out as a possible improvement option.
E. Summary of Alternatives
Alternatives A and B alleviate congestion and improve safety at the MO- 370/Route 94 interchange, provide access to MO-370 from Mel Wetter Parkway and satisfy the current and future 2040 traffic needs of this area with acceptable levels of service. These alternatives can be constructed without disturbing the Norfolk Southern Railway or the Boeing property or the current use of any of the other adjacent properties. Connections to the Boschert Greenway can be made with either Alternative A or B.
VI. TRAFFIC BENEFITS/IMPACT SUMMARY
A. Alternative A
Combining access to Mel Wetter Parkway within the MO-370/Route 94 interchange through the addition of a collector-distributor road system will provide alternate routes for traffic using this interchange to access the immediate area. The traffic analysis presented in the Technical Memorandum of Findings, dated April 25, 2017, and included in Appendix B predicts that providing alternate access points will change traffic patterns to alleviate the existing congestion on the MO-370/Route 94 westbound ramps and will provide capacity for volumes forecasted through 2040.
To safely accommodate increased traffic at the Mel Wetter Parkway/Little Hills Expressway intersection, Alternative A includes a roundabout which is predicted to handle the forecasted 2040 traffic volumes. The roundabout serves the westbound ramps and a signal to the south serves the eastbound ramps. Through traffic on Little Hills Expressway also uses the roundabout.
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B. Alternative B
Similar to Alternative A, the proposed Alternative B also adds a collector- distributor road system to provide alternate routes for traffic using this interchange to access the immediate area. Improvements on Mel Wetter Parkway include access points to and from MO-370.
To accommodate the increased traffic on Mel Wetter Parkway, Alternative B uses traffic signals to control traffic movements from the MO-370 on and off ramps. The intersection of Mel Wetter Parkway and Little Hills Expressway is also signalized in this scenario.
C. Travel Times
The VISSIM model also calculated travel times for the no-build condition as well as both Alternatives. Several routes were chosen to help compare the affect the improvements had on the roadway network, with each route being assigned a color, and maps of the routes are listed in Appendix F. In general for each of the routes analyzed for both of the 2040 AM and PM peak hours, travel times were improved, sometimes significantly, for both Alternative A and Alternative B, as shown in Table VI-1. Values highlighted in green had the least travel time, with values in red having the longest travel time. The PM peak hour showed the most significant improvement in total travel time, with 17 minutes of time saved for all three selected routes when compared between the 2040 No- Build and 2040 Alternative A build conditions.
VISSIM Summary of Travel Time (seconds) Alternative A Alternative BNo Build Route‐AM 2020 2040 2020 2040 2020 2040 Green 199.53 217.26 209.05 220.02 184.27 200.44 Red 147.00 153.93 159.40 167.03 142.59 152.53 Blue 135.69 149.85 160.59 178.19 157.92 173.95 Light Blue 79.26 87.46 81.73 95.15 83.36 93.06 Total 561.49 608.50 610.77 660.39 568.15 619.99
Alternative A Alternative BNo Build Route‐PM 2020 2040 2020 2040 2020 2040 Green 176.05 183.01 216.43 268.72 218.54 515.95 Red 159.88 167.06 154.06 181.71 244.58 584.82 Purple 242.04 247.34 265.42 302.79 249.46 545.24 Total 577.97 597.41 635.91 753.22 712.58 1646.01
Table VI-1: VISSIM Travel Time
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D. Average Speeds
The VISSIM model was also used to determine average travel speeds along selected routes. Alternative A is expected to provide a modest improvement to average speeds over the selected routes during the AM peak when compared to the no-build condition. During the more congested PM peak hour the differences in average speeds between build and no-build conditions are more apparent. All three routes are projected to see gains of 14-20mph in average speed when improvements from Alternative A are analyzed against the no- build.
VISSIM Summary of Average Speed (mph) Alternative A No Build Route‐AM 2020 2040 2020 2040 Green 22.50 20.66 22.39 20.58 Red 25.47 24.33 27.27 25.50 Blue 27.28 24.70 23.04 20.92 Light Blue 22.11 20.04 21.99 19.70 Total 97.36 89.73 94.70 86.70
Alternative A No Build Route‐PM 2020 2040 2020 2040 Green 27.33 26.29 21.60 9.15 Red 29.61 28.33 18.77 7.85 Purple 24.57 24.04 22.16 10.14 Total 81.50 78.66 62.54 27.14
Table VI-2: VISSIM Average Speed
VISSIM was also used to determine if the proposed on- and off-ramps had any negative effect on MO-370 traffic. Based on average speed profiles over the AM and PM peak periods, the only ramp that showed some decrease in speed along MO-370 was the east-bound on-ramp (from the south collector-distributor road) during the 2040 AM peak in both Alternative A and B. The resulting speed decrease along the ramp could be alleviated by lengthening the ramp during final design.
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E. Emissions
Fuel consumption and emissions rate reports were compiled from the Synchro models for both alternatives and the no-build condition. Results included all intersections within the network wide model as opposed to specific routes. Fuel consumption calculations use vehicle miles traveled, total signal delay, and total stops. Synchro uses fuel consumption to calculate emission rates using simplified formulas. These are based on formulas created at Oak Ridge National Labs which were sent to the Federal Highway Administration.
CO = F * 69.9 g/gal NOx = F * 13.6 g/gal VOC = F * 16.2 g/gal F = Fuel (gal)
Both alternative build scenarios offer expected improvements in vehicle emissions when compared to the no-build condition, as seen in Table VI-3. Alternative A is expected to reduce emissions by approximately 13% when compared to the no-build condition in both AM and PM peak periods.
Network Wide Emissions Data No-Build 2040 Alternative A 2040 Alternative B 2040 M.O.E. Rate Rate Improvement Rate Improvement AM PM AM PM AM PM AM PM AM PM Fuel (mpg) 12.30 10.90 14.20 12.70 15.4% 16.5% 14.40 11.70 17.1% 7.3% CO (kg) 24.78 30.57 21.59 26.59 -12.9% -13.0% 21.50 29.14 -13.2% -4.7% NOx (kg) 4.82 5.95 4.20 5.17 -12.9% -13.1% 4.18 5.67 -13.3% -4.7% VOC (kg) 5.74 7.08 5.00 6.16 -12.9% -13.0% 4.98 6.75 -13.2% -4.7%
Table VI-3: Synchro Emissions Summary
F. Level-of-Service & Delay
When comparing results for Alternative A and Alternative B to the “No Build” scenario, it is important to note that the goal of the project is to alleviate congestion at Route 94 and MO-370 ramps, while ensuring that the proposed Mel Wetter Parkway configuration can handle the future traffic load.
As shown in Tables VI-4 & VI-5 (on the following pages) both of the proposed alternatives provide very good levels of service at Little Hills Expressway/Mel Wetter Parkway, and alleviate congestion at the Route 94/Highway 370 Westbound Off-Ramp. The largest reduction in delay occurred at the proposed
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roundabout at Little Hills Expressway and Mel Wetter Parkway. Vehicle delay is expected to decrease from 74.6s in the 2040 PM No-Build to 7.0s in the 2040 PM Alternative A build condition.
Additional details and reports from the VISSIM model can be found in Appendix F.
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EXISTING 2040 NO BUILD ALT A - 2040 ALT B -2040 LOS Delay LOS Delay LOS Delay LOS Delay Mel Wetter Pkwy at Duchesne A 6.1 A 8.5 B 19.0 B 10.0 Little Hills Expressway at Mel A 9.2 B 12.3 A 3.0 A 10.0 Wetter Parkway Little Hills Expressway at Little A 0.0 A 0.0 A 0.0 A 1.0 Hills Industrial Blvd Route 94 at Little Hills B 19.2 C 32.5 A 9.0 A 10.0 Expressway
Route 94 at Little Hills Industrial A 0.1 A 0.1 A 1.0 A 1.0
Route 94 at WB Off-Ramp C 21.1 B* 16.5* B 11.0 A 11.0
Route 94 at EB Ramp C 30.4 C 22.5* C 24.0 C 24.0 Route 94 at Barthel Ave A 1.4 A 1.8 A 1.0 A 1.0 *Delay reduced due to signal timing optimization in traffic study analysis for the 2040 Design Year
TABLE VI-4: AM PEAK – VISSIM RESULTS
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EXISTING 2040 NO BUILD ALT A - 2040 ALT B -2040
LOS Delay LOS Delay LOS Delay LOS Delay Mel Wetter Pkwy at Duchesne A 4.4 B 11.2 A 8.0 A 7.0 Little Hills Expressway at Mel B 11.8 F 74.6 A 7.0 B 19.0 Wetter Parkway
Little Hills Expressway at Little A 0.3 A 0.5 A 1.0 A 4.0 Hills Industrial Blvd
Route 94 at Little Hills B 19.3 D 36.1 D 42.0* D 39.0* Expressway
Route 94 at Little Hills Industrial A 0.1 A 0.1 A 1.0 A 1.0 Boulevard
Route 94 at WB Off-Ramp C 20.2 D 36.1 B 14.0 B 18.0
Route 94 at EB Ramp B 15.8 C 23.4 B 17.0 B 19.0 Route 94 at Barthel Ave A 1.3 A 1.8 A 1.0 A 1.0 *Signal timing optimization to avoid severe delay at one approach created higher overall intersection delay than the no-build
TABLE VI-5: PM PEAK – VISSIM RESULTS
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VII. SAFETY ANALYSIS & BENEFITS OF ALTERNATIVES
A. Route 94 corridor at MO-370 Interchange
The Route 94 corridor at MO-370 is very heavily used, especially in the afternoon peak hours, which serves both a large residential population and light commercial industries. Crash data was obtained from MoDOT for the Route 94 corridor, between Barthel Avenue and Wright Drive, for the years 2012-2015.
Chart VII-1: 5-Year Crash Severity
From a review of the available data, it appears that approximately 59% of crashes are rear ends, with 81% of total crashes being property damage only. There were zero fatal crashes during the 5-year time span. According to NCHRP Report 500: A guide for Reducing Collisions at Signalized Intersections, “Smooth progression and reduced congestion can reduce rear-end crashes.” Furthermore, the crash rate for this segment is 2-5 times higher than the state-wide average for the route designation.
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Chart VII-2: 5-Year Crash Types
The higher crash rate could possibly be explained by the high density of intersections along the analyzed segment. Additional crash data is available in Appendix G.
The proposed collector-distributor roadway system would expand the interchange to include access to both Route 94 and Mel Wetter Parkway/North Fifth Street. A benefit of expansion in access would help to divide traffic based on their destination and to relieve volume and congestion at the ramps and intersections along Route 94. Reducing congestion along the corridor is expected to help reduce rear end crashes, which are the number one crash type.
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B. Mel Wetter Parkway
New residential development along Mel Wetter Parkway and in north Saint Charles along Boschertown Road is adding traffic to Mel Wetter Parkway, Little Hills Expressway, Route 94 and intersections within the study area. A recent development traffic study predicts that intersection improvements will be needed at Mel Wetter Parkway and Little Hills Expressway to handle the growing volume. The proximity of the Great Rivers Boschert Greenway to this intersection and the pedestrian/bicycle trail connections along Boschertown Road are valuable assets that are considered in the development of Alternatives. This study analyzes the alternatives’ impact to Mel Wetter Parkway to predict the level of service and to review the safety for motorist, pedestrians and cyclists.
The roundabout that is proposed as one of the improvements in Alternative A may provide additional benefits to motorist safety when compared to the conventional signalized intersections proposed in Alternative B. According to the FHWA Office of Safety, roundabouts are a Proven Safety Countermeasure because of their ability to substantially reduce the types of crashes that result in injury or loss of life. Roundabouts are designed to improve safety for all users, including pedestrians and bicyclists, by reducing speed of traffic and reducing the angle of conflict.
Per the AASHTO Highway Safety Manual, roundabouts reduce the types of crashes where people are seriously hurt or killed by 78-82% when compared to conventional stop-controlled and signalized intersections. By reducing the number and severity of conflict points, roundabouts are a significantly safer type of intersection.
When comparing the roundabout and signalized intersection designs of Mel Wetter Parkway and Little Hills Expressway that are proposed between Alternatives A and B, there is a reduction of 10 conflict points by using a roundabout (Figures VII-1 & VII- 2). A total of eight crossing conflict points, one merge conflict point, and one diverge conflict point are eliminated by using Alternative A. Not only are conflict points halved with the roundabout, the type of conflicts that remain are same-direction, which result in substantially less severe accidents and a lower likelihood of injury.
For pedestrians and cyclists, both the signalized and the roundabout alternatives require two roadway crossings to continue on the trail from Mel Wetter Parkway to the Boschert Greenway parallel to Little Hills Expressway. Both alternatives also introduce a new intersection at the south collector-distributor intersection where pedestrians and cyclists will cross a new roadway. As the alternatives are developed, the City will solicit input from Great Rivers Greenway, the local cycling community and the neighborhoods on the safety of these alternatives from a pedestrian/cyclist perspective.
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Figure VII-1: Conflict Points at Mel Wetter Parkway & Little Hills Expressway & North Collector-Distributor Ramp Signalized Intersections
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Figure VII-2: Conflict Points at Mel Wetter Parkway & Little Hills Expressway & North Collector-Distributor Ramp Roundabout
VIII. BICYCLE / PEDESTRIAN ACCOMMODATIONS
There are many pedestrian/bicycle traffic generators (neighborhoods, offices, shopping centers, bike trails) within the study area. Therefore, consideration for safe bicycle and pedestrian access is a priority when developing each alternative for the corridor. There is ample room within the right-of-way to accommodate the Great Rivers
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Boschert Greenway multi-use path within the study area. Each intersection within the corridor will be designed for pedestrian access, including sidewalks, curb ramps and pedestrian signals/push button detection where appropriate.
IX. PUBLIC OUTREACH
A. General Plan
The City actively seeks public input concerning City sponsored projects and studies. For this study, a Community Advisory Group (CAG) was set up comprised of citizens previously expressing concerns in and around the Mel Wetter Parkway & Route 94 study area. A CAG meeting was held to get representative input, then a public meeting will be hosted by the City.
For agency coordination, the St. Charles County Road Board will be invited to provide input during the study. Since Route 94 and MO-370 are MoDOT routes, MoDOT will also be invited to review and comment on options as they are developed.
B. CAG Meeting
A CAG meeting was held on May 11, 2017, at Firestation #4 (3201 Boschertown Road) from 5:00 P.M. to 6:00 P.M. Approximately 7 CAG members attended along with council persons and a variety of City Staff, along with representatives from the consultants. This meeting presented existing corridor facts concerning safety, traffic congestion, and travel times. The CAG members were then invited to review existing aerial displays and note known trouble areas, generate possible traffic solutions, and provide general input on the current and future needs of the corridor. Alternative A, B, C, D, E and F were available for discussion and comment.
Boeing was concerned about maintaining existing access, and all were in favor of improvements which would increase mobility, improve safety, and provide access improvements. Copies of handouts can be found in Appendix E.
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C. Boeing Meeting
An informational meeting was held on June 16, 2017, at the City of St. Charles Engineering department conference room. This meeting was attended by City staff, EFK Moen staff, and three representatives from Boeing. Alternatives A, B, C, D, E and F were presented for discussion. Participants expressed concern for any alternatives that impacted Boeing property. Known issues that were discussed included a large gas line, buried hazardous materials, building foundations, future expansion plans, and security of their manufacturing facility. Positive comments were received about Alternatives A & B to help relieve traffic backups at the Route 94 & MO-370 interchange.
D. Public Meeting
A public meeting was held on November 2, 2017, at the City of St. Charles Public Works Facility from 5 PM – 6:30 PM. This meeting was attended by City staff, EFK Moen staff, and Wood Group staff. The public were presented with displays of Alternatives A & B as possible improvement options, along with several VISSIM simulation videos. Data presented to the public was similar to what was presented at the CAG meeting (existing corridor facts, traffic congestion, travel times, and project goals) but narrowed in scope to only include alternatives A & B. Attendees were asked to complete a survey as they left the meeting and a total of five surveys were submitted. It should be noted that all five stated that there would be a benefit to having full access at Mel Wetter Parkway and MO-370. Full survey results are included in Appendix H.
X. ECONOMIC DEVELOPMENT ANALYSIS OF MEL WETTER PARKWAY ALTERNATIVES
A. Introduction The section of the City of Saint Charles within this study area has open ground, visibility, multiple employers including the large Boeing facility, an extensive bicycle- pedestrian trail network and strong residential population growth which are all important factors for economic development potential. Improving access from MO- 370 to Mel Wetter Parkway/Little Hills Expressway, improving traffic safety at the MO-370/Route 94 interchange and providing roadway improvements that will minimize traffic delays at the intersections will make the area even more attractive to development.
B. Existing Economic Development Conditions Land use surrounding the MO-370/Route 94 interchange is a mix of commercial, light industrial and residential developments with many undeveloped
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commercial/industrial/office lots on the north side of MO-370. Boeing has a large research/manufacturing site north of MO-370 between Route 94 and the Missouri River and there is light industrial development, fast food, gas stations, commercial and residential mixed along the 94 corridor. A new residential area is being developed along Mel Wetter Parkway just south of Highway 370 and to the north along Boschertown Road there is new residential construction.
Areas north and south of MO-370 between Boschertown and the River and between North Duchesne Drive and the River use Route 94 for access to MO-370. Reducing congestion and improving the traffic level of service at MO-370 and Route 94 will have a positive impact on economic development near Route 94. This interchange is the first MO-370 interchange on the west side of the Missouri river and it provides access to Boeing, the industrial developments along Little Hills Industrial Boulevard and a variety of commercial developments including restaurants, fast food and retail on Route 94 north of MO-370. South of MO-370 there is a denser mix of commercial and residential development with fewer undeveloped lots.
C. Assessing Benefits of Improvement Alternatives on Economic Development in the Study Area An ideal solution will both improve traffic flow at the MO-370/Route 94 interchange, add MO-370 access at Mel Wetter Parkway, provide good levels of service to the roadway system within the study area and have minimal negative impact on existing development operations during construction and in the final configuration. Alternatives A and B meet all of these objectives.
The additional access to MO-370 from Mel Wetter Parkway and Little Hills Expressway can attract new commercial and light industrial to the available lots north of MO-370 on Little Hills Expressway and Little Hills Industrial Boulevard. Relieving the congestion at the MO-370/Route 94 interchange can attract new commercial and light industrial developments to the available land on Route 94 north of MO-370. An improved interchange at MO-370 combining Route 94 and Mel Wetter Parkway access will make north Saint Charles a more attractive area for new/expanded residential developments.
XI. OPTIONS FOR PHASED CONSTRUCTION
The improvements proposed in Alternatives A and B include several elements that provide independent benefits and could be constructed as stand-alone phases of the overall improvement. City/project priorities, design approvals or funding may create reasons to move forward with one element of the alternative at a time, phasing-in the full alternative improvements per the City’s discretion.
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Potential phases are numbered in this report for reference to conceptual cost estimates included in Appendix D.
A. Phase 1: Mel Wetter Parkway/Little Hills Expressway Intersection Improvements Intersection improvements shown in either Alternative A - Roundabout or Alternative B – Signalized Intersection can be constructed with independent benefits to the roadway system. Recent residential developments in the area are adding traffic to this intersection, which is predicted to warrant improvements in the near future. Intersection geometrics can be designed to be compatible with a future collector- distributor system and ramps that access Mel Wetter Parkway. The Mel Wetter Parkway/Little Hills Expressway intersection improvements phase will include the extension of Little Hills Industrial Boulevard to meet relocated Little Hills Expressway, and will include modifications to the Boschert Greenway within the intersection area.
The independent benefit of this element of the proposed improvements is reduced congestion, better level of service and less travel delay at the Mel Wetter Parkway/Little Hills Expressway intersection.
The conceptual cost for this phase of the proposed Alternative A is estimated to be $1.019M. The conceptual cost for this phase of the proposed Alternative B is estimated to be $1.013M.
B. Phase 2: Collector-Distributor Road North of MO-370 Both Alternatives A and B propose a collector-distributor system to combine Route 94 and Mel Wetter Parkway into one interchange. On the north side of MO-370 this proposed improvement modifies the westbound MO-370 exit ramp to Route 94 by connecting it to a collector-distributor roadway that will include an exit ramp onto Mel Wetter and will relocate the westbound on-ramp further to the west. The relocated on- ramp will provide an appropriate length of auxiliary lane to merge the westbound collector-distributor traffic from Route 94 and Mel Wetter Parkway onto MO-370.
The independent benefits of the north collector-distributor include congestion relief at the existing MO-370 ramp intersection at Route 94, more direct access to Mel Wetter Parkway and Little Hills Expressway from westbound MO-370 and more direct access from Mel Wetter Parkway and Little Hills Expressway to eastbound MO-370.
The conceptual cost for this phase of the proposed Alternative A is estimated to be $6.760M.
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The conceptual cost for this phase of the proposed Alternative B is estimated to be $6.594M.
C. Phase 3: Collector-Distributor Road South of MO-370 Both Alternatives A and B propose a collector-distributor system to combine Route 94 and Mel Wetter Parkway into one interchange. The collector-distributor on the south side of MO-370 relocates the eastbound MO-370/Route 94 exit ramp to a new location west of Mel Wetter Parkway. The south collector-distributor will provide eastbound ramps at Mel Wetter Parkway, creating a new signalized intersection on Mel Wetter Parkway on the south side of MO-370. The proposed improvement includes a new eastbound on-ramp to MO-370 from the south collector-distributor to keep the Mel Wetter Parkway eastbound traffic out of the existing Route 94 ramp intersection.
The independent benefits of this element of the proposed improvements include more direct access to Mel Wetter Parkway and Little Hills Expressway from eastbound MO- 370, more direct access from Mel Wetter Parkway and Little Hills Expressway to eastbound MO-370, greatly reduced travel time for traffic in the area of North Duchesne accessing eastbound MO-370, less traffic volume in the Mel Wetter Parkway/Little Hills Expressway intersection, potentially less traffic volume on Route 94 at Little Hills Expressway, Little Hills Industrial and the westbound MO-370 off- ramp intersection, and less traffic volume in the MO-370/Route 94 intersection.
The conceptual cost for this phase of the proposed Alternative is estimated to be $5.804M.
XII. CONCLUSIONS
Alternatives A and B alleviate congestion and improve safety at the MO-370/Route 94 interchange, provide access to MO-370 from Mel Wetter Parkway and satisfy the current and future 2040 traffic needs of this area with acceptable levels of service.
These alternatives can be constructed without disturbing the Norfolk Southern Railway or the Boeing property or the current use of any of the other adjacent properties. Connections to the Boschert Greenway can be made with either Alternative A or B. Several elements of these improvement alternatives have independent benefits and can be constructed in separate phases.
Alternative A is the recommended option due to the added safety benefits/fewer conflict points for motorists in a roundabout versus a signalized intersection at Mel Wetter Parkway and Little Hills Expressway. As an extra benefit, the maintenance and utility cost of the roundabout is lower than the maintenance and utility cost for the signalized intersection.
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TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
INDEX OF SUPPORTING DOCUMENTS
Appendix A: East-West Gateway Roadway Functional Classification Map
Appendix B: Technical Memorandum of Findings – Existing Traffic Conditions (No-Build) 2016, 2020 & 2040 – Submitted April 25th, 2017
Appendix C: Alternatives A & B 2040 AM & 2040 PM Traffic Volume Maps
Appendix D: Conceptual Costs
Appendix E: CAG Meeting Information
Appendix F: VISSIM Model Performance Data
Appendix G: Route 94 Crash Data
Appendix H: Public Meeting Survey Results
Exhibits: Alternative A
Alternative A with Little Hills Industrial Cul-de-Sac
Alternative B
Alternative C (similar to Alternative D)
Alternative D
Alternative E
Alternative F
01/12/18 Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix A: East-West Gateway Roadway Functional Classification Map
01/12/18
Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix B:
Technical Memorandum of Findings
Existing Traffic Conditions (No-Build) 2016, 2020, & 2040
Submitted April 25th, 2017
01/12/18 TECHNICAL MEMORANDUM OF FINDINGS
Mel Wetter / Route 94 Interchange
City of Saint Charles, Missouri
PREPARED BY:
13523 Barrett Parkway Drive 15933 Clayton Road Suite 250 Suite 215 St. Louis, Missouri 63021 Ballwin, Missouri 63011
Technical Memorandum of Findings
To: Matt Seggerman From: Mark Huebbe and Brad Loomis CC: PJ Kronlage Re: Mel Wetter/Route 94 Interchange Study – Existing Traffic Conditions (No-Build) Memo
April 25, 2017 The purpose of the memorandum is to document the existing traffic conditions in the Mel Wetter/Route 94 Interchange Study area. Per your request our team conducted traffic volume turning movement counts at the following intersections:
1. Little Hills Expressway and 5th Street 2. Little Hills Expressway and Little Hills Industrial Drive 3. Little Hills Expressway and Route 94 4. Little Hills Industrial Drive and Route 94 5. Highway 370 West Ramps and Route 94 6. Highway 370 East Ramps and Route 94 7. Duschesne Drive and 5th Street 8. Barthel Avenue and Route 94 9. Olive Street and 5th Street Additional data was collected along Olive Street and 2nd, 3rd, and 4th Streets in downtown St. Charles to assess secondary impacts. Secondary impacts were not significant and did not warrant detailed discussion in this report.
For the purposes of this report, we considered the following traffic metrics:
Delay o Average delay per arriving vehicle at each approach Queue o 95th percentile queue Ratio of flow to capacity (volume/capacity ratio) LOS (level of service) For the future “No-Build” conditions, traffic projections were grown from the traffic counts collected in 2016 at a 1.5% annual rate to the design year (2020) and future year (2040). Furthermore, the additional shift in traffic from the Duchesne Drive extension, along with new trips from the Emmaus Home development, were incorporated into the 2020 and 2040 traffic projections with data found in the CBB Traffic Impact Study (Payne Family Homes, May 15, 2015).
Both AM and PM peak hour traffic volumes for the design year were analyzed. The existing traffic count turning movement diagrams, along with 2020 and 2040 background traffic diagrams are included in Appendix A.
The Synchro output files for this effort are included in Appendix B.
Page 1 of 8 Continued…
Tables 1 through 7 on the following pages document the existing traffic operation of the intersections within the study area. Table 1: Intersection # 1 – Little Hills Expressway and 5th Street (Unsignalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 12.9 s 19.7 s 19.6 s 57.1 s 52.1 s 142.9 s - Eastbound 12.4 s 13.4 s 16.4 s 17.5 s 34.6 s 30.8 s - Westbound 15.1 s 30.4 s 26.6 s 126.4 s 95.9 s 340.1 s - Northbound 11.3 s 13.6 s 17.7 s 19.9 s 36.7 s 36.5 s Queue - 95th Percentile - Eastbound Thru 5 ft 15 ft 20 ft 15 ft 45 ft 35 ft - Eastbound Right 5 ft 5 ft 10 ft 15 ft 20 ft 25 ft - Westbound Left/Thru 15 ft 40 ft 30 ft 115 ft 85 ft 240 ft - Northbound Left 5 ft 10 ft 10 ft 15 ft 15 ft 30 ft - Northbound Right 15 ft 10 ft 20 ft 20 ft 50 ft 40 ft Flow - Volume/Capacity Ratio - Eastbound Thru 0.48 0.48 0.59 0.58 0.90 0.87 - Eastbound Right 0.22 0.24 0.39 0.50 0.59 0.73 - Westbound Left/Thru 0.51 0.81 0.74 1.16 1.09 1.67 - Northbound Left 0.18 0.35 0.34 0.55 0.49 0.80 - Northbound Thru 0.33 0.41 0.63 0.64 0.91 0.94 LOS - Total Intersection B C C F F F - Eastbound B B C C D D - Westbound C D D F F F - Northbound B D C C E E
Table 2: Intersection # 2 – Little Hills Expressway and Little Hills Industrial (Unsignalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 0.0 s 0.2 s 0.0 s 0.2 s 0.0 s 0.4 s - Westbound 8.4 s 8.3 s 8.9 s 8.7 s 9.7 s 9.4 s - Northbound 14.0 s 14.9 s 17.1 s 18.4 s 23.7 s 27.9 s Queue - 95th Percentile - Westbound Left/Thru 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft - Northbound Left/Right 0 ft 5 ft 0 ft 5 ft 0 ft 5 ft Flow - Volume/Capacity Ratio - - Westbound Left/Thru 0.01 0.01 0.01 0.01 0.01 0.01 - Northbound Left/Right 0.01 0.04 0.01 0.05 0.01 0.12 LOS - Total Intersection A A A A A A - Westbound A A A A A A - Northbound B B C C C D
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Continued…
Table 3: Intersection # 3 – Little Hills Expressway and Route 94 (Signalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 19.2 s 19.3 s 20.0 s 22.4 s 52.5 s 36.1 s - Eastbound 26.8 s 21.1 s 28.0 s 23.0 s 97.0 s 38.4 s - Westbound 33.2 s 50.1 s 35.7 s 57.9 s 40.4 s 102.1 s - Northbound 15.9 s 8.4 s 12.1 s 11.4 s 22.1 s 21.0 s - Southbound 17.8 s 23.0 s 21.2 s 25.8 s 51.1 s 32.0 s Queue - 95th Percentile - Eastbound Left 86 ft 189 ft 111 ft 236 ft 153 ft 386 ft - Eastbound Thru 156 ft 0 ft 208 ft 0 ft 650 ft 99 ft - Westbound Left 21 ft 147 ft 22 ft 168 ft 29 ft 288 ft - Westbound Thru 22 ft 149 ft 22 ft 169 ft 29 ft 287 ft - Westbound Right 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft - Northbound Left 166 ft 102 ft 233 ft 264 ft 385 ft 361 ft - Northbound Thru 150 ft 100 ft 96 ft 274 ft 171 ft 401 ft - Northbound Right 144 ft 0 ft 59 ft 0 ft 155 ft 0 ft - Southbound Left 18 ft 5 ft 29 ft 5 ft 37 ft 5 ft - Southbound Thru 321 ft 174 ft 377 ft 207 ft 631 ft 274 ft - Southbound Right 39 ft 51 ft 46 ft 63 ft 49 ft 69 ft Flow - Volume/Capacity Ratio - Eastbound Left 0.32 0.66 0.36 0.74 0.35 0.96 - Eastbound Thru 0.82 0.49 0.88 0.52 1.16 0.71 - Westbound Left 0.08 0.60 0.09 0.68 0.13 0.98 - Westbound Thru 0.08 0.60 0.09 0.68 0.13 0.97 - Westbound Right 0.03 0.03 0.02 0.03 0.03 0.04 - Northbound Left 0.50 0.60 0.72 0.75 0.95 0.07 - Northbound Thru 0.17 0.45 0.19 0.48 0.30 0.64 - Northbound Right 0.24 0.00 0.26 0.00 0.38 0.00 - Southbound Left 0.04 0.00 0.05 0.00 0.09 0.01 - Southbound Thru 0.51 0.39 0.57 0.47 1.00 0.76 - Southbound Right 0.20 0.28 0.25 0.38 0.38 0.51 LOS - Total Intersection B B C C D D - Eastbound C C C C F D - Westbound C D D E D F - Northbound B A B B C C - Southbound B C C C D C
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Continued…
Table 4: Intersection # 4 –Little Hills Industrial and Route 94 (Unsignalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 0.2 s 0.2 s 0.2 s 0.2 s 0.2 s 0.2 s - Eastbound 17.2 s 13.2 s 19.4 s 14.2 s 28.5 s 17.8 s Queue - 95th Percentile - Eastbound Right 5 ft 5 ft 5 ft 5 ft 5 ft 5 ft Flow - Volume/Capacity Ratio - Eastbound Right 0.06 0.06 0.07 0.07 0.15 0.13 LOS - Total Intersection A A A A A A - Eastbound C B C B D C
Table 5: Intersection # 5 – Highway 370 West Ramps and Route 94 (Signalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 21.1 s 20.2 s 15.7 s 23.5 s 18.7 s 36.1 s - Eastbound 36.4 s 26.5 s 40.2 s 28.7 s 49.9 s 45.1 s - Northbound 14.8 s 20.3 s 6.7 s 18.1 s 8.7 s 33.3 s - Southbound 16.9 s 12.3 s 8.7 s 20.0 s 9.5 s 26.5 s Queue - 95th Percentile - Eastbound Left 170 ft 286 ft 208 ft 342 ft 326 ft 549 ft - Eastbound Right 39 ft 93 ft 43 ft 148 ft 65 ft 330 ft - Northbound Left 69 ft 140 ft 43 ft 149 ft 48 ft 328 ft - Northbound Thru 112 ft 10 ft 7 ft 58 ft 6 ft 55 ft - Southbound Thru 320 ft 220 ft 143 ft 316 ft 184 ft 458 ft - Southbound Right 50 ft 106 ft 3 ft 54 ft 0 ft 68 ft Flow - Volume/Capacity Ratio - Eastbound Left 0.66 0.76 0.73 0.80 0.88 0.99 - Eastbound Right 0.25 0.59 0.26 0.62 0.32 0.80 - Northbound Left 0.28 0.68 0.35 0.73 0.51 0.99 - Northbound Thru 0.15 0.14 0.16 0.16 0.22 0.23 - Southbound Thru 0.56 0.54 0.63 0.65 0.85 0.94 - Southbound Right 0.16 0.39 0.18 0.45 0.24 0.56 LOS - Total Intersection C C B C B D - Eastbound D C D C D D - Northbound B C A B A C - Southbound B B A B A C
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Continued…
Table 6: Intersection # 6 – Highway 370 East Ramps and Route 94 (Signalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 30.4 s 15.8 s 17.2 s 16.9 s 25.9 s 23.4 s - Eastbound 28.8 32.6 s 30.4 s 36.2 s 44.6 s 44.2 s - Northbound 13.6 13.9 s 20.8 s 20.0 s 39.5 s 30.6 s - Southbound 39.4 13.4 s 9.8 s 11.1 s 11.5 s 15.0 s Queue - 95th Percentile - Eastbound Left 109 ft 70 ft 125 ft 82 ft 218 ft 122 ft - Eastbound Right 82 ft 52 ft 87 ft 55 ft 138 ft 64 ft - Northbound Thru 122 ft 153 ft 174 ft 190 ft 344 ft 319 ft - Southbound Left 464 ft 125 ft 175 ft 139 ft 749 ft 162 ft - Southbound Thru 341 ft 22 ft 22 ft 77 ft 102 ft 163 ft Flow - Volume/Capacity Ratio - Eastbound Left 0.60 0.42 0.65 0.51 0.93 0.75 - Eastbound Right 0.70 0.46 0.71 0.49 0.80 0.60 - Northbound Thru 0.45 0.39 0.58 0.52 1.00 0.77 - Southbound Left 0.77 0.80 0.76 0.67 0.93 0.80 - Southbound Thru 0.62 0.63 0.60 0.59 0.89 0.79 LOS - Total Intersection C B B B C C - Eastbound C C C D D D - Northbound B B C B D C - Southbound D B A B B B
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Continued…
Table 7: Intersection # 7 – Duchesne Drive and 5th Street (Signalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 6.1 s 4.4 s 13.6 s 9.6 s 15.6 s 11.2 s - Eastbound 14.9 s 13.8 s 23.0 s 22.3 s 26.6 s 25.7 s - Northbound 4.8 s 3.9 s 7.4 s 5.8 s 9.0 s 7.4 s - Southbound 4.5 s 3.4 s 9.3 s 7.5 s 11.1 s 8.6 s Queue - 95th Percentile - Eastbound Left 40 ft 27 ft 150 ft 103 ft 191 ft 136 ft - Eastbound Right 6 ft 6 ft 23 ft 16 ft 23 ft 17 ft - Northbound Left 5 ft 5 ft 13 ft 22 ft 15 ft 23 ft - Northbound Thru 47 ft 75 ft 71 ft 100 ft 101 ft 140 ft - Southbound Thru 55 ft 60 ft 129 ft 130 ft 182 ft 178 ft - Southbound Right 8 ft 9 ft 30 ft 40 ft 35 ft 43 ft Flow - Volume/Capacity Ratio - Eastbound Left 0.21 0.11 0.69 0.51 0.78 0.62 - Eastbound Right 0.02 0.02 0.17 0.09 0.16 0.09 - Northbound Left 0.01 0.01 0.05 0.09 0.07 0.12 - Northbound Thru 0.17 0.22 0.23 0.28 0.33 0.41 - Southbound Thru 0.20 0.17 0.31 0.27 0.45 0.41 - Southbound Right 0.04 0.04 0.21 0.27 0.28 0.35 LOS - Total Intersection A A B A B B - Eastbound B B C C C C - Northbound A A A A A A - Southbound A A A A B A
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Continued…
Table 8: Intersection # 8 – Barthel Avenue and Route 94 (Unsignalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 1.7 s 1.9 s 1.8 s 2.1 s 3.4 s 7.7 s - Eastbound 25.3 s 34.0 s 30.0 s 40.9 s 83.6 s 231.1 s - Westbound 13.0 s 15.5 s 13.6 s 16.5 s 22.2 s 35.3 s - Northbound 0.1 s 0.2 s 0.1 s 0.2 s 0.1 s 0.3 s - Southbound 0.7 s 0.6 s 0.7 s 0.6 s 0.8 s 0.7 s Queue - 95th Percentile - Eastbound Left/Thru/Rt 5 ft 5 ft 5 ft 5 ft 10 ft 25 ft - Westbound Left/Thru/Rt 5 ft 5 ft 5 ft 5 ft 10 ft 10 ft - Northbound Left 0 ft 5 ft 0 ft 0 ft 0 ft 0 ft - Southbound Left 5 ft 5 ft 5 ft 5 ft 5 ft 5 ft Flow - Volume/Capacity Ratio - Eastbound Left/Thru/Rt 0.15 0.24 0.18 0.30 0.49 0.98 - Westbound Left/Thru/Rt 0.16 0.16 0.18 0.18 0.37 0.44 - Northbound Left 0.01 0.02 0.01 0.02 0.01 0.04 - Southbound Left 0.06 0.06 0.07 0.06 0.11 0.10 LOS - Total Intersection A A A A A A - Eastbound D D D E F F - Westbound B C B C C E - Northbound A A A A A A - Southbound A A A A A A
Table 9: Intersection # 9 – Olive Street and 5th Street (Unsignalized) 2016 2020 2040 AM PM AM PM AM PM Delay - Total Intersection 12.5 s 16.4 s 15.3 s 23.1 s 39.0 s 92.2 s - Westbound 10.9 s 15.5 s 11.8 s 18.2 s 15.3 s 42.2 s - Northbound 13.8 s 18.7 s 17.4 s 30.0 s 57.4 s 157.8 s - Southbound 11.3 s 13.6 s 13.9 s 16.2 s 22.8 s 33.9 s Queue - 95th Percentile - Westbound Left/Right 5 ft 15 ft 5 ft 20 ft 10 ft 45 ft - Northbound Thru/Right 20 ft 25 ft 25 ft 45 ft 80 ft 140 ft - Southbound Left 5 ft 0 ft 5 ft 0 ft 0 ft 0 ft - Southbound Thru 10 ft 10 ft 15 ft 15 ft 30 ft 35 ft Flow - Volume/Capacity Ratio - Westbound Left/Right 0.26 0.53 0.29 0.59 0.44 0.92 - Northbound Thru/Right 0.59 0.67 0.68 0.83 1.00 1.27 - Southbound Left 0.02 0.01 0.29 0.01 0.04 0.02 - Southbound Thru 0.37 0.45 0.51 0.54 0.71 0.84 LOS - Total Intersection B C C C E F - Westbound B C B C C E
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- Northbound B C C D F F - Southbound B B B C C D
In summary, there are intersections and specific approaches that will operate at LOS E or F in 2020 and 2040, without any improvements.
It is therefore prudent to analyze geometric and signal timing improvements to accommodate the projected future growth in the study area. The following potential “hotspots” were identified: Little Hills Expressway and 5th Street (unsignalized) o Intersection LOS F for: . 2020 PM Peak . 2040 AM Peak . 2040 PM Peak Little Hills Expressway and Route 94 (signalized) o Westbound approach LOS: . E for 2020 PM Peak . F for 2040 PM Peak o Eastbound approach LOS: . F for 2040 AM Peak Barthel Avenue and Route 94 (unsignalized) o Eastbound approach LOS: . E for 2020 PM Peak . F for 2040 AM and PM Peak o Westbound approach LOS: . E for 2040 PM Peak Olive Street and 5th Street (unsignalized) o Intersection LOS E for: . 2040 AM Peak o Intersection LOS F for: . 2040 PM Peak
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APPENDIX A
EXISTING TRAFFIC COUNT TURNING MOVEMENT DIAGRAMS
AND
2020/2040 BACKGROUND TRAFFIC PROJECTION TURNING MOVEMENT DIAGRAMS
Map - 370 Mel Wetter - Existing 2016 AM
L Volumes it tle H i lls E xp y
Li 4 t 9 tle H ills 3 E 0 4 x 9 p 0 1 7 y 2 157 12 279 5 264 3 13 1 Little Hills Exp 1 7 y 14 439 Little Hills Expy 8 76 31 Boein 1 g 0 332 4 8 3 8 1
5 8 5
6 1 3 1 3 2
th 5 4
9
4
3
1
2 1 Littl Little e Hills Ind Hills Ind
17
4
7 1 8 3 0 1 1 1 7
4
9 h 3 t 70 W 5 On R 186 amp
390 85
9 8
p
4 2
m 3
a 5 R 7
f 4
f
O
W
0
3 7 7 3 5 0 t h E O ff R a m 4
p 9
2 2 3 5 5 1 8 9 3 69 6 37 0 9 0 E 6 3
2 O 8 f f R ne a es m ch p Du 20 29 5 1
5 t h
2 1
4 7 7
9 1 3
37 0 E O 4 n 0 0 6 61 R B 1 a 5 a rthe 4 l 0 mp 6 15 1
5 7 1
8 6 5
4 1
5 5 11 20
1 4
6 4
4
4
9
5
t h
4
9
4
9
8 8
0 9
2 0 2
Tecumseh
21 9 0
4 2 Tec 5 5 8 um 0 seh 4 d 8 r 29 3 3 h
h t t 4 6 5 2 T 0 ec 7 um seh
d n 2
d r 3
7
1 1
2 1
h t 7 4 138
0 d 3 r 1 6 d 8 3 n 5 3 6 2
9 2
1 2 O live 2 230 0 3
h t Oliv 0 5 e 216 4 4 10 5 8 2 1 4 Oli 0 ve 0 4 4 5 1 0 h t 0 4 4 O 6 liv 8 e 0 3 d 2 r 3
R 9 an 7 5 d 8 o 1 d lp 1 h n 2 1 2 27 95 1 0 50
9 R 1 7 an 3 1 do 1 lph
h t 5
M. Huebbe, P.E. - EFK Moen, LLC 04/25/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\2016-AM-Existing-Balanced.syn Map - 370 Mel Wetter - Existing 2016 PM Volumes
L it tle H i lls E xp y
Li 4 t 9 tle H ills 9 E 7 5 xp 9 1 3 y 1 231 17 400 10 228 7 12 2 Little Hills Expy 31 8 211 425 Little Hills Expy 6 176 0 Boein 8 g 5 276 8 4 3 1 0 2
9 4 3 4 1
2 7
th 5 4
9
0
8
4 8 Littl Little e Hills Ind Hills Ind
26
5 1 6 7 3 6 2 6 9
4
9 h 3 t 70 W 5 On R 464 amp
699 407
9 7
p
8 6
1 m 2
a 6 R 0
f 1 f 1
O
W
0
3 7 7 0 3 5 t E h O ff R a m 4
p 9
2 5 4 1 8 3 9 0 5 41 5 37 0 1 7 E 8 5
5 O 4 f f R ne a es m ch p Du 11 10 8 2
5 t h
8 1
4 3 4
9 3 2
37 0 E O 3 n 5 1 5 46 R B 2 a 6 a rthe 4 l 5 mp 3 17 5
3 6 2
1 11 1 7
5 1
6 6 4 32
7 5
2 3
5
4
9
5
t h
4
9
4
9
3 1
6 4
3 0 2
Tecumseh
3 74 17
3 1 Te 2 4 6 cum 5 0 seh 1 1 d 4 1 r 23 3 3 h
h t t 4 6 5 3 T 7 ec 6 um seh
d n 2
d r 3
7
4
2 6
h t 16 4 281
5 d 7 r 2 7 d 8 3 n 8 9 9 2
9 2
2 1 O live 18 134 5 8
h t Oliv 5 5 e 116 16 8 1 9 3 6 2 6 8 Oli 2 ve 1 9 6 2 1 8 h t 2 4 10 O 5 liv 0 e 6 4 d 3 r 3
R 5 an 2 6 d 0 o 3 d lp 2 h n 2 4 2 23 68 5 0 27 R 4 an 5 8 do 7 lp 1 h
h t 5 ©2014 Microsoft Corporation AND ©2013 Nokia M. Huebbe, P.E. - EFK Moen, LLC 04/25/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\2016-PM-Existing-Balanced.syn Map - 370 Mel Wetter - No-Build w/Duchesne Link & Homes 2020 AM Peak Hour Volumes L it tle H i lls E xp y
Li 4 t 9 tle H ills 8 E 7 7 x 3 p 1 1 8 y 2 166 18 341 5 280 6 20 1 Little Hills Exp 1 5 y 15 589 Little Hills Expy 10 102 39 Boein 1 g 0 448 2 4 9 1 1 3
4 7 9
0 3 4 2 3 2
th 5 4
9
8
9
2
2 1 Littl Little e Hills Ind Hills Ind
18
8
8 5 0 5 1 9 1 1 7
4
9 h 3 t 70 W 5 On R 210 amp
430 90
2 0
p
5 6
m 3
a 0 R 2
f 5
f
O
W
0
3 7 7 3 5 0 t h E O ff R a m 4
p 9
2 1 3 5 9 3 2 2 0 3 5 7 25 71 37 0 0 8 E 0 4
3 O 9 f f R ne a es m ch p Du 22 30 5 8
5 t h
8 3
4 8 9
9 1 3
37 0 E O 9 n 1 4 9 65 R B 1 a 5 a rthe 4 l 0 mp 6 16 1
5 0 1
8 0 1
5 6
5 5 12 21
4 7
9 4
4
4
9
5
t h
4
9
4
9
0 1
2 3
2 0 3
Tecumseh
2 23 10
4 2 Tec 5 5 9 um 7 seh 4 d 8 r 32 3 5 h
h t t 4 6 5 2 T 1 ec 9 um seh
d n 2
d r 3
1
9 5
2 1
h t 7 4 146
8 d 3 r 1 1 d 9 3 n 5 0 0 2
2 4
2 2 O live 2 247 0 3
h t Oliv 0 5 e 229 4 6 14 5 1 3 1 4 Oli 0 ve 0 7 4 5 1 0 h t 0 4 7 O 6 liv 0 e 2 3 d 2 r 3
R 0 an 2 7 d 2 o 2 d lp 2 h n 2 1 3 29 23 1 0 53
0 R 2 0 an 5 1 do 1 lph
h t 5
M. Huebbe, P.E. - EFK Moen, LLC 04/04/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\2020-AM-No-Build-Duchesne.syn Map - 370 Mel Wetter - No-Build w/Duchesne Link & Homes 2020 PM Peak Hour Volumes
L it tle H i lls E xp y
Li 4 t 9 tle H ills 1 E 1 1 xp 2 2 4 y 1 245 29 528 11 242 2 23 2 Little Hills Expy 33 1 224 522 Little Hills Expy 6 215 0 Boein 8 g 5 335 0 1 6 2 8 2
5 7 3 2 5
3 7
th 5 4
9
6
7
4 9 Littl Little e Hills Ind Hills Ind
28
5 8 5 0 9 8 3 6 0
1 4
9 h 3 t 70 W 5 On R 505 amp
788 431
0 8
p
0 9
2 m 2
a 9 R 1
f 2 f 1
O
W
0
3 7 7 0 3 5 t E h O ff R a m 4
p 9
2 2 6 5 6 1 3 6 2 1 3 3 17 25 37 0 4 5 E 2 0
6 O 5 f f R ne a es m ch p Du 13 10 4 8
5 t h
4 5
4 6 5
9 3 2
37 0 E O 8 n 7 5 8 49 R B 2 a 6 a rthe 4 l 5 mp 3 18 5
4 2 2
1 12 5 3
5 6
6 6 4 34
4 7
6 3
5
4
9
5
t h
4
9
4
9
5 4
8 6
3 0 2
Tecumseh
4 02 18
3 1 Te 2 4 7 cum 7 0 seh 1 1 d 5 2 r 25 3 5 h
h t t 4 6 5 4 T 0 ec 4 um seh
d n 2
d r 3
2
8
2 6
h t 17 4 298
2 d 9 r 2 2 d 9 3 n 8 8 7 2
6 3
3 1 O live 19 142 5 8
h t Oliv 5 5 e 123 17 0 1 1 1 6 7 2 6 8 Oli 2 ve 1 1 6 3 1 8 h t 2 4 11 O 5 liv 2 e 8 4 d 3 r 3
R 7 an 5 6 d 2 o 3 d lp 2 h n 2 4 3 24 15 5 0 29 R 7 an 5 9 do 0 lp 2 h
h t 5
M. Huebbe, P.E. - EFK Moen, LLC 04/04/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\2020-PM-No-Build-Duchesne.syn Map - 370 Mel Wetter - No-Build w/Duchesne Link & Homes 2040 AM Peak Hour Volumes
Li 4 tt 9 le Hi lls 0 8 E 3 3 x 1 p 9 2 1 y 2 225 24 460 7 378 7 27 1 Little Hills Exp 1 3 y 20 782 Little Hills Expy 13 136 53 Boein 1 g 0 593 7 8 7 1 1 4
4 5 6
7 5 3 2 4 3
th 5 4
9
0
4
7
3 1 Littl Little e Hills Ind Hills Ind
24
3
1 5 5 1 5 6 2 1 0
1 4
9 h 3 t 70 W 5 On R 281 amp
579 122
0 5
p
7 8
m 4
a 1 R 0
f 7
f
O
W
0
3 7 7 3 5 0 t h E O ff R a m 4
p 9
3 1 2 9 2 9 2 2 7 6 6 9 32 74 3 7 0 0 5 7 E 0 2
4 O 1 f f R ne a es m ch p Du 30 41 2 6
5 t h
3 1
4 5 3
9 2 5
37 0 E O 1 n 4 4 6 87 R B 1 a 7 a rthe 6 l 0 mp 9 21 1
7 5 1
11 7 6
6 5
7 7 16 29
6 3
6 6
6
4
9
5
t h
4
9
4
9
7 6
9 4
2 0 4
Tecumseh
3 00 13
6 4 Tec 7 7 0 um 0 seh 1 6 d 1 r 43 3 9 h
h t t 4 9 5 2 T 9 ec 6 um seh
d n 2
d r 3
3
7 9
3 1
h t 10 4 197
6 3 d 8 r 1 2 d 1 3 n 7 1 3 2
9 2
2 3 O live 3 332 0 4
h t Oliv 0 5 e 309 6 6 17 7 2 4 1 6 Oli 0 ve 0 7 6 7 1 0 h t 0 4 9 O 9 liv 7 e 9 4 d 2 r 3
R 7 an 8 6 d 9 o 2 d lp 2 h n 2 1 4 39 32 1 0 72
7 R 2 1 an 0 1 do 2 lph
h t 5
M. Huebbe, P.E. - EFK Moen, LLC 03/30/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\2040-AM-No-Build-Duchesne.syn Map - 370 Mel Wetter - No-Build w/Duchesne Link & Homes 2040 PM Peak Hour
s Volumes E xp y
Li 4 t 9 tle H ills 0 E 8 8 xp 6 2 5 y 1 330 38 701 14 326 2 30 3 Little Hills Expy 44 1 302 698 Little Hills Expy 9 287 0 Boein 1 g 7 1 449 9 7 0 2 8 3
2 1 4 3 2
4 0
1
th 5 4
9
3
1
3
6 1 Littl Little e Hills Ind Hills Ind
37
1 9 7 1 3 5 4 9 4
1 4
9 h 3 t 70 W 5 On R 681 amp
1057 582
0 0
p
7 0
2 m 4
a 9 R 3
f 6 f 1
O
W
0
3 7 7 0 3 5 t E h O ff R a m 4
p 9
3 3 5 1 9 5 4 6 3 4 6 3 22 27 37 0 2 9 E 4 7
8 O 6 f f R ne a es m ch p Du 17 14 9 6
5 t h
0 5
4 9 4
9 4 3
37 0 E O 8 n 6 8 4 66 R B 3 a 8 a rthe 6 l 7 mp 4 24 7
9 5 3
1 16 4 4
7 9
8 9 6 46
1 0
6 5
7
4
9
5
t h
4
9
4
9
9 6
1 5
5 0 3
Tecumseh
5 42 24
4 2 Te 3 6 2 cum 6 9 seh 2 1 d 0 6 r 34 3 5 h
h t t 4 9 5 5 T 4 ec 5 um seh
d n 2
d r 3
3
7
3 9
h t 23 4 402
3 4 d 9 r 3 2 d 1 1 3 n 1 9 4 2
7 8
4 1 O live 26 192 7 11
h t Oliv 7 5 e 166 23 3 2 2 1 5 3 3 9 1 Oli 1 3 ve 1 1 9 4 1 1 h 1 t 3 4 14 O 7 liv 5 e 1 6 d 5 r 3
R 7 an 7 3 d 0 o 4 d lp 3 h n 2 6 4 33 15 7 0 39 R 7 an 7 5 do 7 lp 2 h
h t 5
M. Huebbe, P.E. - EFK Moen, LLC 04/25/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\2040-PM-No-Build-Duchesne.syn
APPENDIX B
SYNCHRO OUTPUT NO-BUILD 2016, 2020, AND 2040
Lanes, Volumes, Timings 2: 5th & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 264 137 123 157 84 183 Future Volume (vph) 264 137 123 157 84 183 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -4% 4% 0% Storage Length (ft) 185 0 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.978 0.950 Satd. Flow (prot) 1882 1584 0 1744 1736 1583 Flt Permitted 0.978 0.950 Satd. Flow (perm) 1882 1584 0 1744 1736 1583 Link Speed (mph) 40 40 35 Link Distance (ft) 699 233 708 Travel Time (s) 11.9 4.0 13.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 4% 5% 4% 4% 2% Adj. Flow (vph) 293 152 137 174 93 203 Shared Lane Traffic (%) Lane Group Flow (vph) 293 152 0 311 93 203 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.03 1.03 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 1 HCM 2010 AWSC 2: 5th & Little Hills Expy 04/06/2017
Intersection Intersection Delay, s/veh 12.9 Intersection LOS B
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Vol, veh/h 0 264 137 0 123 157 0 84 183 Future Vol, veh/h 0 264 137 0 123 157 0 84 183 Peak Hour Factor 0.92 0.90 0.90 0.92 0.90 0.90 0.92 0.90 0.90 Heavy Vehicles, % 2 3 4 2 5 4 2 4 2 Mvmt Flow 0 293 152 0 137 174 0 93 203 Number of Lanes 0 1 1 0 0 1 0 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 1 HCM Control Delay 12.4 15.1 11.3 HCM LOS B C B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 Vol Left, % 100% 0% 0% 0% 44% Vol Thru, % 0% 0% 100% 0% 56% Vol Right, % 0% 100% 0% 100% 0% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 84 183 264 137 280 LT Vol 84 0 0 0 123 Through Vol 0 0 264 0 157 RT Vol 0 183 0 137 0 Lane Flow Rate 93 203 293 152 311 Geometry Grp 7 7 7 7 4 Degree of Util (X) 0.183 0.327 0.479 0.219 0.513 Departure Headway (Hd) 7.04 5.788 5.88 5.188 5.941 Convergence, Y/N Yes Yes Yes Yes Yes Cap 510 620 613 691 607 Service Time 4.778 3.525 3.613 2.921 3.974 HCM Lane V/C Ratio 0.182 0.327 0.478 0.22 0.512 HCM Control Delay 11.4 11.3 13.9 9.4 15.1 HCM Lane LOS B B B A C HCM 95th-tile Q 0.7 1.4 2.6 0.8 2.9
09/15/2016 Baseline Synchro 9 Report Page 2 Lanes, Volumes, Timings 4: Little Hills Ind & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 439 8 1 279 1 0 Future Volume (vph) 439 8 1 279 1 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -5% 6% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1855 1655 0 1723 1832 0 Flt Permitted 0.950 Satd. Flow (perm) 1855 1655 0 1723 1832 0 Link Speed (mph) 40 40 30 Link Distance (ft) 233 866 196 Travel Time (s) 4.0 14.8 4.5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 5% 0% 0% 7% 0% 0% Adj. Flow (vph) 499 9 1 317 1 0 Shared Lane Traffic (%) Lane Group Flow (vph) 499 9 0 318 1 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.04 1.04 0.98 0.98 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 3 HCM 2010 TWSC 4: Little Hills Ind & Little Hills Expy 04/06/2017
Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 439 8 1 279 1 0 Future Vol, veh/h 439 8 1 279 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -5 - - 6 -3 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 5 0 0 7 0 0 Mvmt Flow 499 9 1 317 1 0
Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 499 0 818 499 Stage 1 - - - - 499 - Stage 2 - - - - 319 - Critical Hdwy - - 4.1 - 5.8 5.9 Critical Hdwy Stg 1 - - - - 4.8 - Critical Hdwy Stg 2 - - - - 4.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1075 - 399 600 Stage 1 - - - - 667 - Stage 2 - - - - 782 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1075 - 399 600 Mov Cap-2 Maneuver - - - - 399 - Stage 1 - - - - 667 - Stage 2 - - - - 781 -
Approach EB WB NB HCM Control Delay, s 0 0 14 HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 399 - - 1075 - HCM Lane V/C Ratio 0.003 - - 0.001 - HCM Control Delay (s) 14 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 -
09/15/2016 Baseline Synchro 9 Report Page 4 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 76 31 332 14 1 5 165 318 235 20 790 143 Future Volume (vph) 76 31 332 14 1 5 165 318 235 20 790 143 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 100 300 250 325 325 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 50 25 75 100 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.863 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.957 0.950 0.950 Satd. Flow (prot) 1736 1528 0 1417 1456 1324 1687 3406 1615 1805 3471 1468 Flt Permitted 0.950 0.950 0.957 0.203 0.536 Satd. Flow (perm) 1736 1528 0 1417 1456 1324 360 3406 1615 1018 3471 1468 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 311 152 267 163 Link Speed (mph) 40 40 35 35 Link Distance (ft) 635 456 538 520 Travel Time (s) 10.8 7.8 10.5 10.1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 4% 0% 8% 21% 0% 22% 7% 6% 0% 0% 4% 10% Adj. Flow (vph) 86 35 377 16 1 6 188 361 267 23 898 163 Shared Lane Traffic (%) 47% Lane Group Flow (vph) 86 412 0 8 9 6 188 361 267 23 898 163 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 20 20 20 20 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 0 1 1 0 1 1 0 Detector Template Left Left Left Left Leading Detector (ft) 30 30 30 30 0 30 30 0 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 20 30 30 20 30 30 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 3 6 6 2 2 Detector Phase 4 4 3 3 3 1 6 6 5 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.0 14.0 14.0 14.0 14.0 13.0 15.5 15.5 12.4 15.4 15.4
09/15/2016 Baseline Synchro 9 Report Page 5 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 28.0 28.0 14.0 14.0 14.0 17.0 45.6 45.6 12.4 41.0 41.0 Total Split (%) 28.0% 28.0% 14.0% 14.0% 14.0% 17.0% 45.6% 45.6% 12.4% 41.0% 41.0% Maximum Green (s) 22.0 22.0 8.0 8.0 8.0 11.0 40.1 40.1 7.0 35.6 35.6 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.4 1.4 1.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.5 5.5 5.4 5.4 5.4 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 5.0 5.0 4.0 4.0 4.0 4.0 5.0 5.0 4.0 5.0 5.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Act Effct Green (s) 15.7 15.7 7.3 7.3 7.3 66.4 62.3 62.3 58.3 51.2 51.2 Actuated g/C Ratio 0.16 0.16 0.07 0.07 0.07 0.66 0.62 0.62 0.58 0.51 0.51 v/c Ratio 0.32 0.82 0.08 0.08 0.03 0.50 0.17 0.24 0.04 0.51 0.20 Control Delay 38.4 24.3 44.7 44.9 0.2 18.6 17.6 11.8 10.1 20.5 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 24.3 44.7 44.9 0.2 18.6 17.6 11.8 10.1 20.5 4.3 LOS D C D D A B B B B C A Approach Delay 26.8 33.2 15.9 17.8 Approach LOS C C B B Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 17 (17%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: 94 & Little Hills Expy/Boeing
09/15/2016 Baseline Synchro 9 Report Page 6 Queues 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 86 412 8 9 6 188 361 267 23 898 163 v/c Ratio 0.32 0.82 0.08 0.08 0.03 0.50 0.17 0.24 0.04 0.51 0.20 Control Delay 38.4 24.3 44.7 44.9 0.2 18.6 17.6 11.8 10.1 20.5 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 24.3 44.7 44.9 0.2 18.6 17.6 11.8 10.1 20.5 4.3 Queue Length 50th (ft) 49 58 5 5 0 69 68 70 4 173 0 Queue Length 95th (ft) 86 156 21 22 0 166 150 144 18 321 39 Internal Link Dist (ft) 555 376 458 440 Turn Bay Length (ft) 100 100 300 250 325 325 Base Capacity (vph) 381 578 113 116 245 389 2120 1106 648 1776 830 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.71 0.07 0.08 0.02 0.48 0.17 0.24 0.04 0.51 0.20 Intersection Summary
09/15/2016 Baseline Synchro 9 Report Page 7 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 69 6 8 193 225 35 Future Volume (vph) 69 6 8 193 225 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -6% 2% -2% Storage Length (ft) 200 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 100 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1738 1663 1581 1844 1845 1539 Flt Permitted 0.950 0.596 Satd. Flow (perm) 1738 1663 992 1844 1845 1539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 7 41 Link Speed (mph) 25 35 35 Link Distance (ft) 781 1086 511 Travel Time (s) 21.3 21.2 10.0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 7% 0% 13% 2% 4% 6% Adj. Flow (vph) 81 7 9 227 265 41 Shared Lane Traffic (%) Lane Group Flow (vph) 81 7 9 227 265 41 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Left Right Left Right Leading Detector (ft) 30 30 30 30 30 30 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 5.0 5.0 10.0 10.0
09/15/2016 Baseline Synchro 9 Report Page 8 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 20.0 20.0 15.0 15.0 20.0 20.0 Total Split (s) 20.0 20.0 29.0 29.0 29.0 29.0 Total Split (%) 40.8% 40.8% 59.2% 59.2% 59.2% 59.2% Maximum Green (s) 15.0 15.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.0 10.0 32.0 32.0 32.0 32.0 Actuated g/C Ratio 0.23 0.23 0.73 0.73 0.73 0.73 v/c Ratio 0.21 0.02 0.01 0.17 0.20 0.04 Control Delay 15.4 9.2 4.8 4.8 4.9 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 9.2 4.8 4.8 4.9 2.1 LOS B A A A A A Approach Delay 14.9 4.8 4.5 Approach LOS B A A Intersection Summary Area Type: Other Cycle Length: 49 Actuated Cycle Length: 44 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.21 Intersection Signal Delay: 6.1 Intersection LOS: A Intersection Capacity Utilization 28.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: 5th & Duchesne
09/15/2016 Baseline Synchro 9 Report Page 9 Queues 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 81 7 9 227 265 41 v/c Ratio 0.21 0.02 0.01 0.17 0.20 0.04 Control Delay 15.4 9.2 4.8 4.8 4.9 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 9.2 4.8 4.8 4.9 2.1 Queue Length 50th (ft) 17 0 1 25 30 0 Queue Length 95th (ft) 40 6 5 47 55 8 Internal Link Dist (ft) 701 1006 431 Turn Bay Length (ft) 200 100 100 Base Capacity (vph) 592 571 721 1341 1342 1130 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.01 0.01 0.17 0.20 0.04 Intersection Summary
09/15/2016 Baseline Synchro 9 Report Page 10 Lanes, Volumes, Timings 13: 5th & Olive 04/06/2017
Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 138 7 193 226 11 217 Future Volume (vph) 138 7 193 226 11 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Grade (%) 12% -4% 1% Storage Length (ft) 0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.927 Flt Protected 0.955 0.950 Satd. Flow (prot) 1832 0 1761 0 1796 1783 Flt Permitted 0.955 0.950 Satd. Flow (perm) 1832 0 1761 0 1796 1783 Link Speed (mph) 25 30 35 Link Distance (ft) 584 610 1077 Travel Time (s) 15.9 13.9 21.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 0% 2% 2% 0% 6% Adj. Flow (vph) 153 8 214 251 12 241 Shared Lane Traffic (%) Lane Group Flow (vph) 161 0 465 0 12 241 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 16 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.92 1.08 0.97 0.97 1.01 1.01 Turning Speed (mph) 15 9 9 15 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 11 HCM 2010 AWSC 13: 5th & Olive 04/06/2017
Intersection Intersection Delay, s/veh 12.5 Intersection LOS B
Movement WBU WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Vol, veh/h 0 138 7 0 193 226 0 11 217 Future Vol, veh/h 0 138 7 0 193 226 0 11 217 Peak Hour Factor 0.92 0.90 0.90 0.92 0.90 0.90 0.92 0.90 0.90 Heavy Vehicles, % 2 5 0 2 2 2 2 0 6 Mvmt Flow 0 153 8 0 214 251 0 12 241 Number of Lanes 0 1 0 0 1 0 0 1 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 2 1 0 HCM Control Delay 10.9 13.8 11.3 HCM LOS B BB
Lane NBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 95% 100% 0% Vol Thru, % 46% 0% 0% 100% Vol Right, % 54% 5% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 419 145 11 217 LT Vol 0 138 11 0 Through Vol 193 0 0 217 RT Vol 226 7 0 0 Lane Flow Rate 466 161 12 241 Geometry Grp 5 2 7 7 Degree of Util (X) 0.583 0.262 0.02 0.366 Departure Headway (Hd) 4.512 5.865 5.863 5.461 Convergence, Y/N Yes Yes Yes Yes Cap 791 615 605 653 Service Time 2.583 3.865 3.65 3.248 HCM Lane V/C Ratio 0.589 0.262 0.02 0.369 HCM Control Delay 13.8 10.9 8.8 11.4 HCM Lane LOS B B A B HCM 95th-tile Q 3.8 1 0.1 1.7
09/15/2016 Baseline Synchro 9 Report Page 12 Lanes, Volumes, Timings 36: 94 & Barthel/Drive 1 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 1 8 6 0 61 5 467 1 46 504 10 Future Volume (vph) 15 1 8 6 0 61 5 467 1 46 504 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 175 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.955 0.878 0.997 Flt Protected 0.969 0.995 0.950 0.950 Satd. Flow (prot) 0 1758 0 0 1564 0 1504 3505 0 1687 3523 0 Flt Permitted 0.969 0.995 0.950 0.950 Satd. Flow (perm) 0 1758 0 0 1564 0 1504 3505 0 1687 3523 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 540 169 186 453 Travel Time (s) 14.7 4.6 4.2 10.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 17% 0% 5% 20% 3% 0% 7% 2% 10% Adj. Flow (vph) 19 1 10 8 0 76 6 584 1 58 630 13 Shared Lane Traffic (%) Lane Group Flow (vph) 0 30 0 0 84 0 6 585 0 58 643 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 12 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 29 HCM 2010 TWSC 36: 94 & Barthel/Drive 1 04/06/2017
Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 1 8 6 0 61 5 467 1 46 504 10 Future Vol, veh/h 15 1 8 6 0 61 5 467 1 46 504 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------50 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 17 0 5 20 3 0 7 2 10 Mvmt Flow 19 1 10 8 0 76 6 584 1 58 630 13
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1055 1349 321 1028 1355 293 643 0 0 585 0 0 Stage 1 751 751 - 597 597 ------Stage 2 304 598 - 431 758 ------Critical Hdwy 7.5 6.5 6.9 7.84 6.5 7 4.5 - - 4.24 - - Critical Hdwy Stg 1 6.5 5.5 - 6.84 5.5 ------Critical Hdwy Stg 2 6.5 5.5 - 6.84 5.5 ------Follow-up Hdwy 3.5 4 3.3 3.67 4 3.35 2.4 - - 2.27 - - Pot Cap-1 Maneuver 183 152 681 169 151 695 826 - - 952 - - Stage 1 373 421 - 421 495 ------Stage 2 686 494 - 534 418 ------Platoon blocked, % ---- Mov Cap-1 Maneuver 154 142 681 157 141 695 826 - - 952 - - Mov Cap-2 Maneuver 154 142 - 157 141 ------Stage 1 370 395 - 418 491 ------Stage 2 606 490 - 493 393 ------
Approach EB WB NB SB HCM Control Delay, s 25.3 13 0.1 0.7 HCM LOS D B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 826 - - 207 532 952 - - HCM Lane V/C Ratio 0.008 - - 0.145 0.157 0.06 - - HCM Control Delay (s) 9.4 - - 25.3 13 9 - - HCM Lane LOS A - - D B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.6 0.2 - -
09/15/2016 Baseline Synchro 9 Report Page 30 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Lane Configurations Traffic Volume (vph) 205 0 291 0 172 371 830 269 0 0 0 Future Volume (vph) 205 0 291 0 172 371 830 269 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% -2% Storage Length (ft) 0 0 0 0 350 0 0 0 Storage Lanes 2 1 0 0 1 0 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.91 0.91 1.00 1.00 1.00 Frt 0.850 0.898 Flt Protected 0.950 0.950 0.971 Satd. Flow (prot) 3467 0 1599 0 3178 0 1610 3292 0 0 0 Flt Permitted 0.950 0.950 0.535 Satd. Flow (perm) 3467 0 1599 0 3178 0 1610 1814 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 316 284 Link Speed (mph) 45 30 35 60 Link Distance (ft) 549 453 895 990 Travel Time (s) 8.3 10.3 17.4 11.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 223 0 316 0 187 403 902 292 0 0 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 223 0 316 0 590 0 451 743 0 0 0 Enter Blocked Intersection No No No No No No No No No No No Lane Alignment Left Right Right Left Left Right Left Left Right Left Right Median Width(ft) 24 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 40 16 Two way Left Turn Lane Yes Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Turning Speed (mph) 15 9 9 15 9 15 9 15 9 Number of Detectors 1 0 1 1 1 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm NA Prot NA Protected Phases 3 2 1 6 Permitted Phases 3 Detector Phase 3 3 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 10.0 15.0 Minimum Split (s) 13.0 13.0 20.9 16.0 21.0
09/15/2016 Baseline Synchro 9 Report Page 31 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Total Split (s) 17.0 17.0 41.0 42.0 83.0 Total Split (%) 17.0% 17.0% 41.0% 42.0% 83.0% Maximum Green (s) 11.0 11.0 35.1 36.0 77.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 1.9 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 5.9 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 Recall Mode None None C-Max Max C-Max Act Effct Green (s) 10.7 10.7 35.1 36.3 77.3 Actuated g/C Ratio 0.11 0.11 0.35 0.36 0.77 v/c Ratio 0.60 0.70 0.45 0.77 0.62 Control Delay 50.0 13.9 13.6 45.5 35.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 50.0 13.9 13.6 45.5 35.6 LOS D B B D D Approach Delay 28.8 13.6 39.4 Approach LOS C B D Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 30.4 Intersection LOS: C Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 37: 94 & 370 E On Ramp & 370 E Off Ramp
09/15/2016 Baseline Synchro 9 Report Page 32 Queues 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR2 NBT SBL SBT Lane Group Flow (vph) 223 316 590 451 743 v/c Ratio 0.60 0.70 0.45 0.77 0.62 Control Delay 50.0 13.9 13.6 45.5 35.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 50.0 13.9 13.6 45.5 35.6 Queue Length 50th (ft) 70 0 73 340 276 Queue Length 95th (ft) 109 82 122 #464 341 Internal Link Dist (ft) 469 373 815 Turn Bay Length (ft) 350 Base Capacity (vph) 381 457 1299 584 1201 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.59 0.69 0.45 0.77 0.62 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
09/15/2016 Baseline Synchro 9 Report Page 33 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 390 85 49 328 1014 137 Future Volume (vph) 390 85 49 328 1014 137 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% Storage Length (ft) 0 150 250 0 Storage Lanes 2 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 1599 1770 3539 3539 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 1599 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 92 149 Link Speed (mph) 45 35 35 Link Distance (ft) 283 895 251 Travel Time (s) 4.3 17.4 4.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 424 92 53 357 1102 149 Shared Lane Traffic (%) Lane Group Flow (vph) 424 92 53 357 1102 149 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 48 12 12 Link Offset(ft) 6 0 0 Crosswalk Width(ft) 16 35 20 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 0 1 1 1 0 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 1 6 2 Permitted Phases 4 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 15.0 15.0 15.0 Minimum Split (s) 13.0 13.0 16.0 21.0 20.9 20.9
09/15/2016 Baseline Synchro 9 Report Page 34 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Total Split (s) 31.0 31.0 18.0 69.0 51.0 51.0 Total Split (%) 31.0% 31.0% 18.0% 69.0% 51.0% 51.0% Maximum Green (s) 25.0 25.0 12.0 63.0 45.1 45.1 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.9 1.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 5.9 5.9 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 Recall Mode None None None C-Max C-Max C-Max Act Effct Green (s) 18.6 18.6 10.6 69.4 56.1 56.1 Actuated g/C Ratio 0.19 0.19 0.11 0.69 0.56 0.56 v/c Ratio 0.66 0.25 0.28 0.15 0.56 0.16 Control Delay 42.4 8.6 35.0 11.8 18.3 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.4 8.6 35.0 11.8 18.3 6.8 LOS D A D B B A Approach Delay 36.4 14.8 16.9 Approach LOS D B B Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 21.1 Intersection LOS: C Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 38: 94 & 370 W
09/15/2016 Baseline Synchro 9 Report Page 35 Queues 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 424 92 53 357 1102 149 v/c Ratio 0.66 0.25 0.28 0.15 0.56 0.16 Control Delay 42.4 8.6 35.0 11.8 18.3 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.4 8.6 35.0 11.8 18.3 6.8 Queue Length 50th (ft) 130 0 36 82 142 1 Queue Length 95th (ft) 170 39 m69 112 320 m50 Internal Link Dist (ft) 203 815 171 Turn Bay Length (ft) 150 250 Base Capacity (vph) 866 468 213 2454 1983 953 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.20 0.25 0.15 0.56 0.16 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.
09/15/2016 Baseline Synchro 9 Report Page 36 Lanes, Volumes, Timings 50: 94 & Little Hills Ind 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 17 0 718 1134 2 Future Volume (vph) 0 17 0 718 1134 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -1% 0% 0% Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1280 0 3406 4894 0 Flt Permitted Satd. Flow (perm) 0 1280 0 3406 4894 0 Link Speed (mph) 30 35 35 Link Distance (ft) 438 251 538 Travel Time (s) 10.0 4.9 10.5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 29% 0% 6% 6% 0% Adj. Flow (vph) 0 19 0 816 1289 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 19 0 816 1291 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 32.0% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 37 HCM 2010 TWSC 50: 94 & Little Hills Ind 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 17 0 718 1134 2 Future Vol, veh/h 0 17 0 718 1134 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % -1 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 29 0 6 6 0 Mvmt Flow 0 19 0 816 1289 2
Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 645 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 7.58 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 4.19 - - - - Pot Cap-1 Maneuver 0 314 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % --- Mov Cap-1 Maneuver - 314 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------
Approach EB NB SB HCM Control Delay, s 17.2 0 0 HCM LOS C
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 314 - - HCM Lane V/C Ratio - 0.062 - - HCM Control Delay (s) - 17.2 - - HCM Lane LOS - C - - HCM 95th %tile Q(veh) - 0.2 - -
09/15/2016 Baseline Synchro 9 Report Page 38 Lanes, Volumes, Timings 2: 5th & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 228 128 177 231 148 203 Future Volume (vph) 228 128 177 231 148 203 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -4% 4% 0% Storage Length (ft) 185 0 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.979 0.950 Satd. Flow (prot) 1863 1647 0 1773 1787 1583 Flt Permitted 0.979 0.950 Satd. Flow (perm) 1863 1647 0 1773 1787 1583 Link Speed (mph) 40 40 35 Link Distance (ft) 699 233 708 Travel Time (s) 11.9 4.0 13.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 0% 0% 5% 1% 2% Adj. Flow (vph) 262 147 203 266 170 233 Shared Lane Traffic (%) Lane Group Flow (vph) 262 147 0 469 170 233 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.03 1.03 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 1 HCM 2010 AWSC 2: 5th & Little Hills Expy 04/06/2017
Intersection Intersection Delay, s/veh 19.7 Intersection LOS C
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Vol, veh/h 0 228 128 0 177 231 0 148 203 Future Vol, veh/h 0 228 128 0 177 231 0 148 203 Peak Hour Factor 0.92 0.87 0.87 0.92 0.87 0.87 0.92 0.87 0.87 Heavy Vehicles, % 0 4 0 0 0 5 0 1 2 Mvmt Flow 0 262 147 0 203 266 0 170 233 Number of Lanes 0 1 1 0 0 1 0 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 1 HCM Control Delay 13.4 30.4 13.6 HCM LOS B D B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 Vol Left, % 100% 0% 0% 0% 43% Vol Thru, % 0% 0% 100% 0% 57% Vol Right, % 0% 100% 0% 100% 0% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 148 203 228 128 408 LT Vol 148 0 0 0 177 Through Vol 0 0 228 0 231 RT Vol 0 203 0 128 0 Lane Flow Rate 170 233 262 147 469 Geometry Grp 7 7 7 7 4 Degree of Util (X) 0.35 0.403 0.477 0.236 0.808 Departure Headway (Hd) 7.417 6.211 6.555 5.771 6.202 Convergence, Y/N Yes Yes Yes Yes Yes Cap 483 576 548 619 582 Service Time 5.184 3.977 4.321 3.537 4.258 HCM Lane V/C Ratio 0.352 0.405 0.478 0.237 0.806 HCM Control Delay 14.2 13.1 15.2 10.3 30.4 HCM Lane LOS B B C B D HCM 95th-tile Q 1.6 1.9 2.6 0.9 8
09/15/2016 Baseline Synchro 9 Report Page 2 Lanes, Volumes, Timings 4: Little Hills Ind & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 425 6 2 400 8 5 Future Volume (vph) 425 6 2 400 8 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -5% 6% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.946 Flt Protected 0.971 Satd. Flow (prot) 1873 1452 0 1807 1540 0 Flt Permitted 0.971 Satd. Flow (perm) 1873 1452 0 1807 1540 0 Link Speed (mph) 40 40 30 Link Distance (ft) 233 866 196 Travel Time (s) 4.0 14.8 4.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 14% 0% 2% 25% 0% Adj. Flow (vph) 489 7 2 460 9 6 Shared Lane Traffic (%) Lane Group Flow (vph) 489 7 0 462 15 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.04 1.04 0.98 0.98 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 32.6% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 3 HCM 2010 TWSC 4: Little Hills Ind & Little Hills Expy 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 425 6 2 400 8 5 Future Vol, veh/h 425 6 2 400 8 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -5 - - 6 -3 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 14 0 2 25 0 Mvmt Flow 489 7 2 460 9 6
Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 489 0 953 489 Stage 1 - - - - 489 - Stage 2 - - - - 464 - Critical Hdwy - - 4.1 - 6.05 5.9 Critical Hdwy Stg 1 - - - - 5.05 - Critical Hdwy Stg 2 - - - - 5.05 - Follow-up Hdwy - - 2.2 - 3.725 3.3 Pot Cap-1 Maneuver - - 1085 - 306 607 Stage 1 - - - - 620 - Stage 2 - - - - 635 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1085 - 305 607 Mov Cap-2 Maneuver - - - - 305 - Stage 1 - - - - 620 - Stage 2 - - - - 634 -
Approach EB WB NB HCM Control Delay, s 0 0 14.9 HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 377 - - 1085 - HCM Lane V/C Ratio 0.04 - - 0.002 - HCM Control Delay (s) 14.9 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 -
09/15/2016 Baseline Synchro 9 Report Page 4 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 176 0 276 211 31 10 249 714 3 1 397 159 Future Volume (vph) 176 0 276 211 31 10 249 714 3 1 397 159 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 100 300 250 325 325 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 50 25 75 100 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.964 0.950 0.950 Satd. Flow (prot) 1752 1553 0 1715 1740 1615 1736 3505 1615 1805 3539 1599 Flt Permitted 0.950 0.950 0.964 0.322 0.352 Satd. Flow (perm) 1752 1553 0 1715 1740 1615 588 3505 1615 669 3539 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 439 217 157 177 Link Speed (mph) 40 40 35 35 Link Distance (ft) 635 456 538 520 Travel Time (s) 10.8 7.8 10.5 10.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 4% 0% 0% 0% 4% 3% 0% 0% 2% 1% Adj. Flow (vph) 196 0 307 234 34 11 277 793 3 1 441 177 Shared Lane Traffic (%) 43% Lane Group Flow (vph) 196 307 0 133 135 11 277 793 3 1 441 177 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 20 20 20 20 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 0 1 1 0 1 1 0 Detector Template Left Left Left Left Leading Detector (ft) 30 30 30 30 0 30 30 0 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 20 30 30 20 30 30 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 3 6 6 2 2 Detector Phase 4 4 3 3 3 1 6 6 5 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.0 14.0 14.0 14.0 14.0 13.0 15.5 15.5 12.4 15.4 15.4
09/15/2016 Baseline Synchro 9 Report Page 5 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 25.0 25.0 21.0 21.0 21.0 23.0 41.6 41.6 12.4 31.0 31.0 Total Split (%) 25.0% 25.0% 21.0% 21.0% 21.0% 23.0% 41.6% 41.6% 12.4% 31.0% 31.0% Maximum Green (s) 19.0 19.0 15.0 15.0 15.0 17.0 36.1 36.1 7.0 25.6 25.6 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.4 1.4 1.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.5 5.5 5.4 5.4 5.4 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 5.0 5.0 4.0 4.0 4.0 4.0 5.0 5.0 4.0 5.0 5.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Act Effct Green (s) 17.0 17.0 13.0 13.0 13.0 49.6 50.1 50.1 31.6 31.6 31.6 Actuated g/C Ratio 0.17 0.17 0.13 0.13 0.13 0.50 0.50 0.50 0.32 0.32 0.32 v/c Ratio 0.66 0.49 0.60 0.60 0.03 0.60 0.45 0.00 0.00 0.39 0.28 Control Delay 49.7 2.8 52.3 52.1 0.1 14.1 6.5 0.0 28.0 29.8 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.7 2.8 52.3 52.1 0.1 14.1 6.5 0.0 28.0 29.8 5.9 LOS D A D D A B A A C C A Approach Delay 21.1 50.1 8.4 23.0 Approach LOS C D A C Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 99 (99%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 19.3 Intersection LOS: B Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: 94 & Little Hills Expy/Boeing
09/15/2016 Baseline Synchro 9 Report Page 6 Queues 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 196 307 133 135 11 277 793 3 1 441 177 v/c Ratio 0.66 0.49 0.60 0.60 0.03 0.60 0.45 0.00 0.00 0.39 0.28 Control Delay 49.7 2.8 52.3 52.1 0.1 14.1 6.5 0.0 28.0 29.8 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.7 2.8 52.3 52.1 0.1 14.1 6.5 0.0 28.0 29.8 5.9 Queue Length 50th (ft) 115 0 84 85 0 29 44 0 1 123 0 Queue Length 95th (ft) 189 0 147 149 0 m102 100 m0 5 174 51 Internal Link Dist (ft) 555 376 458 440 Turn Bay Length (ft) 100 100 300 250 325 325 Base Capacity (vph) 332 650 257 261 426 486 1755 887 290 1117 626 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.47 0.52 0.52 0.03 0.57 0.45 0.00 0.00 0.39 0.28 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.
09/15/2016 Baseline Synchro 9 Report Page 7 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 41 5 9 305 251 48 Future Volume (vph) 41 5 9 305 251 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -6% 2% -2% Storage Length (ft) 200 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 100 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1859 1386 1787 1862 1919 1631 Flt Permitted 0.950 0.591 Satd. Flow (perm) 1859 1386 1112 1862 1919 1631 Right Turn on Red Yes Yes Satd. Flow (RTOR) 5 52 Link Speed (mph) 25 35 35 Link Distance (ft) 781 1086 511 Travel Time (s) 21.3 21.2 10.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 20% 0% 1% 0% 0% Adj. Flow (vph) 45 5 10 332 273 52 Shared Lane Traffic (%) Lane Group Flow (vph) 45 5 10 332 273 52 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Left Right Left Right Leading Detector (ft) 30 30 30 30 30 30 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 5.0 5.0 10.0 10.0
09/15/2016 Baseline Synchro 9 Report Page 8 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 20.0 20.0 15.0 15.0 20.0 20.0 Total Split (s) 20.0 20.0 29.0 29.0 29.0 29.0 Total Split (%) 40.8% 40.8% 59.2% 59.2% 59.2% 59.2% Maximum Green (s) 15.0 15.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.0 10.0 36.0 36.0 36.0 36.0 Actuated g/C Ratio 0.23 0.23 0.82 0.82 0.82 0.82 v/c Ratio 0.11 0.02 0.01 0.22 0.17 0.04 Control Delay 14.3 9.6 4.1 3.9 3.7 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.3 9.6 4.1 3.9 3.7 2.0 LOS B A A A A A Approach Delay 13.8 3.9 3.4 Approach LOS B A A Intersection Summary Area Type: Other Cycle Length: 49 Actuated Cycle Length: 44 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.22 Intersection Signal Delay: 4.4 Intersection LOS: A Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: 5th & Duchesne
09/15/2016 Baseline Synchro 9 Report Page 9 Queues 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 45 5 10 332 273 52 v/c Ratio 0.11 0.02 0.01 0.22 0.17 0.04 Control Delay 14.3 9.6 4.1 3.9 3.7 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.3 9.6 4.1 3.9 3.7 2.0 Queue Length 50th (ft) 9 0 0 0 0 0 Queue Length 95th (ft) 27 6 5 75 60 9 Internal Link Dist (ft) 701 1006 431 Turn Bay Length (ft) 200 100 100 Base Capacity (vph) 633 475 910 1523 1570 1344 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.01 0.01 0.22 0.17 0.04 Intersection Summary
09/15/2016 Baseline Synchro 9 Report Page 10 Lanes, Volumes, Timings 13: 5th & Olive 04/06/2017
Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 281 16 299 129 6 247 Future Volume (vph) 281 16 299 129 6 247 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Grade (%) 12% -4% 1% Storage Length (ft) 0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.959 Flt Protected 0.955 0.950 Satd. Flow (prot) 1920 0 1827 0 1796 1890 Flt Permitted 0.955 0.950 Satd. Flow (perm) 1920 0 1827 0 1796 1890 Link Speed (mph) 25 30 35 Link Distance (ft) 584 610 1077 Travel Time (s) 15.9 13.9 21.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 299 17 318 137 6 263 Shared Lane Traffic (%) Lane Group Flow (vph) 316 0 455 0 6 263 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 16 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.92 1.08 0.97 0.97 1.01 1.01 Turning Speed (mph) 15 9 9 15 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 11 HCM 2010 AWSC 13: 5th & Olive 04/06/2017
Intersection Intersection Delay, s/veh 16.4 Intersection LOS C
Movement WBU WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Vol, veh/h 0 281 16 0 299 129 0 6 247 Future Vol, veh/h 0 281 16 0 299 129 0 6 247 Peak Hour Factor 0.92 0.94 0.94 0.92 0.94 0.94 0.92 0.94 0.94 Heavy Vehicles, % 0 0 0 0 2 1 0 0 0 Mvmt Flow 0 299 17 0 318 137 0 6 263 Number of Lanes 0 1 0 0 1 0 0 1 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 2 1 0 HCM Control Delay 15.5 18.7 13.6 HCM LOS C CB
Lane NBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 95% 100% 0% Vol Thru, % 70% 0% 0% 100% Vol Right, % 30% 5% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 428 297 6 247 LT Vol 0 281 6 0 Through Vol 299 0 0 247 RT Vol 129 16 0 0 Lane Flow Rate 455 316 6 263 Geometry Grp 5 2 7 7 Degree of Util (X) 0.673 0.525 0.012 0.446 Departure Headway (Hd) 5.324 5.984 6.615 6.107 Convergence, Y/N Yes Yes Yes Yes Cap 678 600 540 589 Service Time 3.372 4.038 4.37 3.861 HCM Lane V/C Ratio 0.671 0.527 0.011 0.447 HCM Control Delay 18.7 15.5 9.5 13.7 HCM Lane LOS C C A B HCM 95th-tile Q 5.2 3.1 0 2.3
09/15/2016 Baseline Synchro 9 Report Page 12 Lanes, Volumes, Timings 36: 94 & Barthel/Drive 1 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 5 11 3 5 46 13 516 2 45 613 25 Future Volume (vph) 17 5 11 3 5 46 13 516 2 45 613 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 175 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.955 0.886 0.994 Flt Protected 0.975 0.997 0.950 0.950 Satd. Flow (prot) 0 1769 0 0 1650 0 1805 3574 0 1805 3554 0 Flt Permitted 0.975 0.997 0.950 0.950 Satd. Flow (perm) 0 1769 0 0 1650 0 1805 3574 0 1805 3554 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 540 169 186 453 Travel Time (s) 14.7 4.6 4.2 10.3 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 2% 0% 1% 0% 0% 1% 0% Adj. Flow (vph) 20 6 13 4 6 55 15 614 2 54 730 30 Shared Lane Traffic (%) Lane Group Flow (vph) 0 39 0 0 65 0 15 616 0 54 760 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 12 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 29 HCM 2010 TWSC 36: 94 & Barthel/Drive 1 04/06/2017
Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 5 11 3 5 46 13 516 2 45 613 25 Future Vol, veh/h 17 5 11 3 5 46 13 516 2 45 613 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------50 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 0 0 0 0 0 2 0 1 0 0 1 0 Mvmt Flow 20 6 13 4 6 55 15 614 2 54 730 30
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1193 1500 380 1121 1513 308 760 0 0 617 0 0 Stage 1 852 852 - 646 646 ------Stage 2 341 648 - 475 867 ------Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.94 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------Follow-up Hdwy 3.5 4 3.3 3.5 4 3.32 2.2 - - 2.2 - - Pot Cap-1 Maneuver 145 123 624 163 121 688 861 - - 973 - - Stage 1 325 379 - 431 470 ------Stage 2 653 469 - 545 373 ------Platoon blocked, % ---- Mov Cap-1 Maneuver 121 114 624 145 112 688 861 - - 973 - - Mov Cap-2 Maneuver 121 114 - 145 112 ------Stage 1 319 358 - 423 462 ------Stage 2 583 461 - 496 352 ------
Approach EB WB NB SB HCM Control Delay, s 34 15.5 0.2 0.6 HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 861 - - 163 408 973 - - HCM Lane V/C Ratio 0.018 - - 0.241 0.158 0.055 - - HCM Control Delay (s) 9.3 - - 34 15.5 8.9 - - HCM Lane LOS A - - D C A - - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.6 0.2 - -
09/15/2016 Baseline Synchro 9 Report Page 30 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Lane Configurations Traffic Volume (vph) 118 0 102 0 338 241 457 581 0 0 0 Future Volume (vph) 118 0 102 0 338 241 457 581 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% -2% Storage Length (ft) 0 0 0 0 350 0 0 0 Storage Lanes 2 1 0 0 1 0 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.91 0.91 1.00 1.00 1.00 Frt 0.850 0.938 Flt Protected 0.950 0.950 0.992 Satd. Flow (prot) 3467 0 1599 0 3320 0 1610 3363 0 0 0 Flt Permitted 0.950 0.950 0.673 Satd. Flow (perm) 3467 0 1599 0 3320 0 1610 2282 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 111 205 Link Speed (mph) 45 30 35 60 Link Distance (ft) 549 453 895 990 Travel Time (s) 8.3 10.3 17.4 11.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 0% 2% 0% 2% 2% 2% 2% 0% 0% 0% Adj. Flow (vph) 128 0 111 0 367 262 497 632 0 0 0 Shared Lane Traffic (%) 26% Lane Group Flow (vph) 128 0 111 0 629 0 368 761 0 0 0 Enter Blocked Intersection No No No No No No No No No No No Lane Alignment Left Right Right Left Left Right Left Left Right Left Right Median Width(ft) 24 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 40 16 Two way Left Turn Lane Yes Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Turning Speed (mph) 15 9 9 15 9 15 9 15 9 Number of Detectors 1 0 1 1 1 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm NA Prot NA Protected Phases 3 2 1 6 Permitted Phases 3 Detector Phase 3 3 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 10.0 15.0
09/15/2016 Baseline Synchro 9 Report Page 31 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Minimum Split (s) 13.0 13.0 20.9 16.0 21.0 Total Split (s) 15.0 15.0 43.0 42.0 85.0 Total Split (%) 15.0% 15.0% 43.0% 42.0% 85.0% Maximum Green (s) 9.0 9.0 37.1 36.0 79.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 1.9 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 5.9 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 Recall Mode None None C-Max None C-Max Act Effct Green (s) 8.7 8.7 44.8 28.6 79.3 Actuated g/C Ratio 0.09 0.09 0.45 0.29 0.79 v/c Ratio 0.42 0.46 0.39 0.80 0.63 Control Delay 47.7 15.2 13.9 30.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 47.7 15.2 13.9 30.1 5.3 LOS D B B C A Approach Delay 32.6 13.9 13.4 Approach LOS C B B Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 84 (84%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 37: 94 & 370 E On Ramp & 370 E Off Ramp
09/15/2016 Baseline Synchro 9 Report Page 32 Queues 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR2 NBT SBL SBT Lane Group Flow (vph) 128 111 629 368 761 v/c Ratio 0.42 0.46 0.39 0.80 0.63 Control Delay 47.7 15.2 13.9 30.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 47.7 15.2 13.9 30.1 5.3 Queue Length 50th (ft) 40 0 90 131 17 Queue Length 95th (ft) 70 52 153 125 22 Internal Link Dist (ft) 469 373 815 Turn Bay Length (ft) 350 Base Capacity (vph) 312 244 1599 579 1206 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.41 0.45 0.39 0.64 0.63 Intersection Summary
09/15/2016 Baseline Synchro 9 Report Page 33 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 699 407 189 267 631 275 Future Volume (vph) 699 407 189 267 631 275 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% Storage Length (ft) 0 150 250 0 Storage Lanes 2 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 1599 1770 3539 3539 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 1599 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 412 299 Link Speed (mph) 45 35 35 Link Distance (ft) 283 895 251 Travel Time (s) 4.3 17.4 4.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 760 442 205 290 686 299 Shared Lane Traffic (%) Lane Group Flow (vph) 760 442 205 290 686 299 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 48 12 12 Link Offset(ft) 6 0 0 Crosswalk Width(ft) 16 35 20 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 0 1 1 1 0 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 1 6 2 Permitted Phases 4 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 15.0 15.0 15.0
09/15/2016 Baseline Synchro 9 Report Page 34 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 13.0 13.0 16.0 21.0 28.0 28.0 Total Split (s) 37.0 37.0 27.0 63.0 36.0 36.0 Total Split (%) 37.0% 37.0% 27.0% 63.0% 36.0% 36.0% Maximum Green (s) 31.0 31.0 21.0 57.0 30.1 30.1 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.9 1.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 5.9 5.9 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 Recall Mode None None None C-Max C-Max C-Max Act Effct Green (s) 28.9 28.9 17.1 59.1 36.2 36.2 Actuated g/C Ratio 0.29 0.29 0.17 0.59 0.36 0.36 v/c Ratio 0.76 0.59 0.68 0.14 0.54 0.39 Control Delay 37.7 7.2 44.7 3.0 15.7 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 7.2 44.7 3.0 15.7 4.6 LOS D A D A B A Approach Delay 26.5 20.3 12.3 Approach LOS C C B Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 28 (28%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 20.2 Intersection LOS: C Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 38: 94 & 370 W
09/15/2016 Baseline Synchro 9 Report Page 35 Queues 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 760 442 205 290 686 299 v/c Ratio 0.76 0.59 0.68 0.14 0.54 0.39 Control Delay 37.7 7.2 44.7 3.0 15.7 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 7.2 44.7 3.0 15.7 4.6 Queue Length 50th (ft) 219 13 129 16 161 56 Queue Length 95th (ft) 286 93 140 10 220 106 Internal Link Dist (ft) 203 815 171 Turn Bay Length (ft) 150 250 Base Capacity (vph) 1074 779 371 2093 1279 763 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.57 0.55 0.14 0.54 0.39 Intersection Summary
09/15/2016 Baseline Synchro 9 Report Page 36 Lanes, Volumes, Timings 50: 94 & Little Hills Ind 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 26 0 966 880 4 Future Volume (vph) 0 26 0 966 880 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -1% 0% 0% Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91 Frt 0.865 0.999 Flt Protected Satd. Flow (prot) 0 1652 0 3610 5176 0 Flt Permitted Satd. Flow (perm) 0 1652 0 3610 5176 0 Link Speed (mph) 30 35 35 Link Distance (ft) 438 251 538 Travel Time (s) 10.0 4.9 10.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 25% Adj. Flow (vph) 0 28 0 1050 957 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 28 0 1050 961 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.0% ICU Level of Service A Analysis Period (min) 15
09/15/2016 Baseline Synchro 9 Report Page 37 HCM 2010 TWSC 50: 94 & Little Hills Ind 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 26 0 966 880 4 Future Vol, veh/h 0 26 0 966 880 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % -1 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 25 Mvmt Flow 0 28 0 1050 957 4
Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 480 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 7 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.9 - - - - Pot Cap-1 Maneuver 0 466 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % --- Mov Cap-1 Maneuver - 466 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------
Approach EB NB SB HCM Control Delay, s 13.2 0 0 HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 466 - - HCM Lane V/C Ratio - 0.061 - - HCM Control Delay (s) - 13.2 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.2 - -
09/15/2016 Baseline Synchro 9 Report Page 38 Lanes, Volumes, Timings 2: 5th & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 280 205 186 166 142 319 Future Volume (vph) 280 205 186 166 142 319 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -4% 4% 0% Storage Length (ft) 185 0 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.974 0.950 Satd. Flow (prot) 1882 1584 0 1735 1736 1583 Flt Permitted 0.974 0.950 Satd. Flow (perm) 1882 1584 0 1735 1736 1583 Link Speed (mph) 40 40 35 Link Distance (ft) 699 233 708 Travel Time (s) 11.9 4.0 13.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 4% 5% 4% 4% 2% Adj. Flow (vph) 311 228 207 184 158 354 Shared Lane Traffic (%) Lane Group Flow (vph) 311 228 0 391 158 354 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.03 1.03 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 1 HCM 2010 AWSC 2: 5th & Little Hills Expy 04/06/2017
Intersection Intersection Delay, s/veh 19.6 Intersection LOS C
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Vol, veh/h 0 280 205 0 186 166 0 142 319 Future Vol, veh/h 0 280 205 0 186 166 0 142 319 Peak Hour Factor 0.92 0.90 0.90 0.92 0.90 0.90 0.92 0.90 0.90 Heavy Vehicles, % 2 3 4 2 5 4 2 4 2 Mvmt Flow 0 311 228 0 207 184 0 158 354 Number of Lanes 0 1 1 0 0 1 0 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 1 HCM Control Delay 16.4 26.6 17.7 HCM LOS C D C
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 Vol Left, % 100% 0% 0% 0% 53% Vol Thru, % 0% 0% 100% 0% 47% Vol Right, % 0% 100% 0% 100% 0% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 142 319 280 205 352 LT Vol 142 0 0 0 186 Through Vol 0 0 280 0 166 RT Vol 0 319 0 205 0 Lane Flow Rate 158 354 311 228 391 Geometry Grp 7 7 7 7 4 Degree of Util (X) 0.334 0.625 0.59 0.388 0.736 Departure Headway (Hd) 7.611 6.351 6.825 6.127 6.776 Convergence, Y/N Yes Yes Yes Yes Yes Cap 470 564 526 583 532 Service Time 5.391 4.13 4.61 3.911 4.851 HCM Lane V/C Ratio 0.336 0.628 0.591 0.391 0.735 HCM Control Delay 14.2 19.2 19.1 12.8 26.6 HCM Lane LOS B C C B D HCM 95th-tile Q 1.5 4.3 3.8 1.8 6.2
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 2 Lanes, Volumes, Timings 4: Little Hills Ind & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 589 10 1 341 1 0 Future Volume (vph) 589 10 1 341 1 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -5% 6% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1855 1655 0 1723 1832 0 Flt Permitted 0.950 Satd. Flow (perm) 1855 1655 0 1723 1832 0 Link Speed (mph) 40 40 30 Link Distance (ft) 233 866 196 Travel Time (s) 4.0 14.8 4.5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 5% 0% 0% 7% 0% 0% Adj. Flow (vph) 669 11 1 388 1 0 Shared Lane Traffic (%) Lane Group Flow (vph) 669 11 0 389 1 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.04 1.04 0.98 0.98 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 3 HCM 2010 TWSC 4: Little Hills Ind & Little Hills Expy 04/06/2017
Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 589 10 1 341 1 0 Future Vol, veh/h 589 10 1 341 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -5 - - 6 -3 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 5 0 0 7 0 0 Mvmt Flow 669 11 1 388 1 0
Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 669 0 1059 669 Stage 1 - - - - 669 - Stage 2 - - - - 390 - Critical Hdwy - - 4.1 - 5.8 5.9 Critical Hdwy Stg 1 - - - - 4.8 - Critical Hdwy Stg 2 - - - - 4.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 931 - 299 488 Stage 1 - - - - 573 - Stage 2 - - - - 735 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 931 - 299 488 Mov Cap-2 Maneuver - - - - 299 - Stage 1 - - - - 573 - Stage 2 - - - - 734 -
Approach EB WB NB HCM Control Delay, s 0 0 17.1 HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 299 - - 931 - HCM Lane V/C Ratio 0.004 - - 0.001 - HCM Control Delay (s) 17.1 - - 8.9 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0 - - 0 -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 4 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 102 39 448 15 1 5 204 337 249 21 837 178 Future Volume (vph) 102 39 448 15 1 5 204 337 249 21 837 178 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 100 300 250 325 325 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 50 25 75 100 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.862 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.957 0.950 0.950 Satd. Flow (prot) 1736 1525 0 1417 1456 1324 1687 3406 1615 1805 3471 1468 Flt Permitted 0.950 0.950 0.957 0.145 0.525 Satd. Flow (perm) 1736 1525 0 1417 1456 1324 257 3406 1615 998 3471 1468 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 426 207 283 202 Link Speed (mph) 40 40 35 35 Link Distance (ft) 635 456 538 520 Travel Time (s) 10.8 7.8 10.5 10.1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 4% 0% 8% 21% 0% 22% 7% 6% 0% 0% 4% 10% Adj. Flow (vph) 116 44 509 17 1 6 232 383 283 24 951 202 Shared Lane Traffic (%) 47% Lane Group Flow (vph) 116 553 0 9 9 6 232 383 283 24 951 202 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 20 20 20 20 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 0 1 1 0 1 1 0 Detector Template Left Left Left Left Leading Detector (ft) 30 30 30 30 0 30 30 0 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 20 30 30 20 30 30 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 1 6 5 2 Permitted Phases 8 6 6 2 2 Detector Phase 4 4 8 8 8 1 6 6 5 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.0 14.0 14.0 14.0 14.0 13.0 15.5 15.5 12.4 15.4 15.4
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 5 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 32.0 32.0 14.0 14.0 14.0 19.0 46.6 46.6 12.4 40.0 40.0 Total Split (%) 30.5% 30.5% 13.3% 13.3% 13.3% 18.1% 44.4% 44.4% 11.8% 38.1% 38.1% Maximum Green (s) 26.0 26.0 8.0 8.0 8.0 13.0 41.1 41.1 7.0 34.6 34.6 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.4 1.4 1.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.5 5.5 5.4 5.4 5.4 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 5.0 5.0 4.0 4.0 4.0 4.0 5.0 5.0 4.0 5.0 5.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Act Effct Green (s) 19.5 19.5 7.4 7.4 7.4 63.0 63.5 63.5 50.4 50.4 50.4 Actuated g/C Ratio 0.19 0.19 0.07 0.07 0.07 0.60 0.60 0.60 0.48 0.48 0.48 v/c Ratio 0.36 0.88 0.09 0.09 0.02 0.72 0.19 0.26 0.05 0.57 0.25 Control Delay 38.5 25.7 47.6 47.5 0.2 33.3 6.7 2.1 21.9 24.7 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.5 25.7 47.6 47.5 0.2 33.3 6.7 2.1 21.9 24.7 4.5 LOS D C D D A C A A C C A Approach Delay 28.0 35.7 12.1 21.2 Approach LOS C D B C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 5 (5%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 20.0 Intersection LOS: C Intersection Capacity Utilization 78.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: 94 & Little Hills Expy/Boeing
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 6 Queues 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 116 553 9 9 6 232 383 283 24 951 202 v/c Ratio 0.36 0.88 0.09 0.09 0.02 0.72 0.19 0.26 0.05 0.57 0.25 Control Delay 38.5 25.7 47.6 47.5 0.2 33.3 6.7 2.1 21.9 24.7 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.5 25.7 47.6 47.5 0.2 33.3 6.7 2.1 21.9 24.7 4.5 Queue Length 50th (ft) 67 79 6 6 0 28 6 0 8 223 0 Queue Length 95th (ft) 111 208 22 22 0 #233 96 59 29 377 46 Internal Link Dist (ft) 555 376 458 440 Turn Bay Length (ft) 100 100 300 250 325 325 Base Capacity (vph) 429 698 107 110 292 333 2061 1089 532 1666 809 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.79 0.08 0.08 0.02 0.70 0.19 0.26 0.05 0.57 0.25 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 7 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 257 71 23 205 239 153 Future Volume (vph) 257 71 23 205 239 153 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -6% 2% -2% Storage Length (ft) 200 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 100 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1738 1663 1581 1844 1845 1539 Flt Permitted 0.950 0.481 Satd. Flow (perm) 1738 1663 801 1844 1845 1539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 84 180 Link Speed (mph) 25 35 35 Link Distance (ft) 781 1086 511 Travel Time (s) 21.3 21.2 10.0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 7% 0% 13% 2% 4% 6% Adj. Flow (vph) 302 84 27 241 281 180 Shared Lane Traffic (%) Lane Group Flow (vph) 302 84 27 241 281 180 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Left Right Left Right Leading Detector (ft) 30 30 30 30 30 30 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 10.0 10.0 10.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 8 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 20.0 20.0 12.0 20.0 20.0 20.0 Total Split (s) 23.0 23.0 12.0 37.0 25.0 25.0 Total Split (%) 38.3% 38.3% 20.0% 61.7% 41.7% 41.7% Maximum Green (s) 18.0 18.0 7.0 32.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 14.2 14.2 32.1 32.1 27.6 27.6 Actuated g/C Ratio 0.25 0.25 0.57 0.57 0.49 0.49 v/c Ratio 0.69 0.17 0.05 0.23 0.31 0.21 Control Delay 27.9 5.5 6.7 7.5 13.0 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.9 5.5 6.7 7.5 13.0 3.6 LOS C A A A B A Approach Delay 23.0 7.4 9.3 Approach LOS C A A Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 56.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 41.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: 5th & Duchesne
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 9 Queues 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 302 84 27 241 281 180 v/c Ratio 0.69 0.17 0.05 0.23 0.31 0.21 Control Delay 27.9 5.5 6.7 7.5 13.0 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.9 5.5 6.7 7.5 13.0 3.6 Queue Length 50th (ft) 92 0 4 36 43 0 Queue Length 95th (ft) 150 23 13 71 129 30 Internal Link Dist (ft) 701 1006 431 Turn Bay Length (ft) 200 100 100 Base Capacity (vph) 557 590 553 1051 903 845 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.14 0.05 0.23 0.31 0.21 Intersection Summary
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 10 Lanes, Volumes, Timings 13: 5th & Olive 04/06/2017
Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 146 7 220 240 15 291 Future Volume (vph) 146 7 220 240 15 291 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Grade (%) 12% -4% 1% Storage Length (ft) 0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.994 0.929 Flt Protected 0.955 0.950 Satd. Flow (prot) 1834 0 1765 0 1796 1783 Flt Permitted 0.955 0.950 Satd. Flow (perm) 1834 0 1765 0 1796 1783 Link Speed (mph) 25 30 35 Link Distance (ft) 584 610 1077 Travel Time (s) 15.9 13.9 21.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 0% 2% 2% 0% 6% Adj. Flow (vph) 162 8 244 267 17 323 Shared Lane Traffic (%) Lane Group Flow (vph) 170 0 511 0 17 323 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 16 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.92 1.08 0.97 0.97 1.01 1.01 Turning Speed (mph) 15 9 9 15 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.4% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 11 HCM 2010 AWSC 13: 5th & Olive 04/06/2017
Intersection Intersection Delay, s/veh 15.3 Intersection LOS C
Movement WBU WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Vol, veh/h 0 146 7 0 220 240 0 15 291 Future Vol, veh/h 0 146 7 0 220 240 0 15 291 Peak Hour Factor 0.92 0.90 0.90 0.92 0.90 0.90 0.92 0.90 0.90 Heavy Vehicles, % 2 5 0 2 2 2 2 0 6 Mvmt Flow 0 162 8 0 244 267 0 17 323 Number of Lanes 0 1 0 0 1 0 0 1 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 2 1 0 HCM Control Delay 11.8 17.4 13.9 HCM LOS B CB
Lane NBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 95% 100% 0% Vol Thru, % 48% 0% 0% 100% Vol Right, % 52% 5% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 460 153 15 291 LT Vol 0 146 15 0 Through Vol 220 0 0 291 RT Vol 240 7 0 0 Lane Flow Rate 511 170 17 323 Geometry Grp 5 2 7 7 Degree of Util (X) 0.681 0.293 0.028 0.509 Departure Headway (Hd) 4.798 6.209 6.07 5.667 Convergence, Y/N Yes Yes Yes Yes Cap 756 578 591 637 Service Time 2.798 4.249 3.799 3.396 HCM Lane V/C Ratio 0.676 0.294 0.029 0.507 HCM Control Delay 17.4 11.8 9 14.2 HCM Lane LOS C B A B HCM 95th-tile Q 5.4 1.2 0.1 2.9
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 12 Lanes, Volumes, Timings 14: 4th & Olive 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 247 3 0 2 0 0 0 0 5 91 138 Future Volume (vph) 0 247 3 0 2 0 0 0 0 5 91 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 12 12 12 12 12 Grade (%) -4% 2% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 200 Storage Lanes 0 0 0 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 Flt Protected 0.998 Satd. Flow (prot) 0 2150 0 0 1881 0 0 0 0 0 1843 1583 Flt Permitted 0.998 Satd. Flow (perm) 0 2150 0 0 1881 0 0 0 0 0 1843 1583 Link Speed (mph) 25 25 25 25 Link Distance (ft) 584 353 576 575 Travel Time (s) 15.9 9.6 15.7 15.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.92 0.92 0.92 0.94 0.94 0.94 Heavy Vehicles (%) 0% 2% 0% 0% 0% 0% 2% 2% 2% 40% 1% 2% Adj. Flow (vph) 0 263 3 0 2 0 0 0 0 5 97 147 Shared Lane Traffic (%) Lane Group Flow (vph) 0 266 0 0 2 0 0 0 0 0 102 147 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.82 0.97 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.9% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 13 HCM 2010 AWSC 14: 4th & Olive 04/06/2017
Intersection Intersection Delay, s/veh 9.3 Intersection LOS A
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 0 247 3 0 0 2 0 0 0 0 0 Future Vol, veh/h 0 0 247 3 0 0 2 0 0 0 0 0 Peak Hour Factor 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 0 2 0 2 0 0 0 2 2 2 2 Mvmt Flow 0 0 263 3 0 0 2 0 0 0 0 0 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 Approach EB WB Opposing Approach WB EB Opposing Lanes 1 1 Conflicting Approach Left SB Conflicting Lanes Left 2 0 Conflicting Approach Right SB Conflicting Lanes Right 0 2 HCM Control Delay 9.8 7.9 HCM LOS A A
Lane EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 0% 5% 0% Vol Thru, % 99% 100% 95% 0% Vol Right, % 1% 0% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 250 2 96 138 LT Vol 0 0 5 0 Through Vol 247 2 91 0 RT Vol 3 0 0 138 Lane Flow Rate 266 2 102 147 Geometry Grp 2 2 7 7 Degree of Util (X) 0.335 0.003 0.166 0.181 Departure Headway (Hd) 4.529 4.811 5.843 4.447 Convergence, Y/N Yes Yes Yes Yes Cap 795 743 615 806 Service Time 2.547 2.844 3.572 2.176 HCM Lane V/C Ratio 0.335 0.003 0.166 0.182 HCM Control Delay 9.8 7.9 9.7 8.2 HCM Lane LOS A A A A HCM 95th-tile Q 1.5 0 0.6 0.7
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 14 HCM 2010 AWSC 14: 4th & Olive 04/06/2017
Intersection Intersection Delay, s/veh Intersection LOS
Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 91 138 Future Vol, veh/h 0 5 91 138 Peak Hour Factor 0.92 0.94 0.94 0.94 Heavy Vehicles, % 2 40 1 2 Mvmt Flow 0 5 97 147 Number of Lanes 0 0 1 1 Approach SB Opposing Approach Opposing Lanes 0 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8.8 HCM LOS A
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 15 Lanes, Volumes, Timings 16: 5th & Randolph 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 323 0 53 1 29 1 20 150 1 0 227 220 Future Volume (vph) 323 0 53 1 29 1 20 150 1 0 227 220 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 12 12 16 12 12 12 12 Grade (%) -4% 13% -2% 2% Storage Length (ft) 0 0 0 0 0 0 0 100 Storage Lanes 0 0 0 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.981 0.996 0.999 0.850 Flt Protected 0.959 0.999 0.994 Satd. Flow (prot) 0 1803 0 0 1879 0 0 2122 0 0 1826 1523 Flt Permitted 0.959 0.999 0.994 Satd. Flow (perm) 0 1803 0 0 1879 0 0 2122 0 0 1826 1523 Link Speed (mph) 25 25 30 30 Link Distance (ft) 267 379 570 294 Travel Time (s) 7.3 10.3 13.0 6.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 1% 0% 2% 0% 7% 0% 0% 2% 0% 0% 3% 5% Adj. Flow (vph) 385 0 63 1 35 1 24 179 1 0 270 262 Shared Lane Traffic (%) Lane Group Flow (vph) 0 448 0 0 37 0 0 204 0 0 270 262 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 0.97 1.09 0.93 1.09 0.99 0.84 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 16 HCM 2010 AWSC 16: 5th & Randolph 04/06/2017
Intersection Intersection Delay, s/veh 17.4 Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 323 0 53 0 1 29 1 0 20 150 1 Future Vol, veh/h 0 323 0 53 0 1 29 1 0 20 150 1 Peak Hour Factor 0.92 0.84 0.84 0.84 0.92 0.84 0.84 0.84 0.92 0.84 0.84 0.84 Heavy Vehicles, % 2 1 0 2 2 0 7 0 2 0 2 0 Mvmt Flow 0 385 0 63 0 1 35 1 0 24 179 1 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 2 Conflicting Approach Left SB NB EB Conflicting Lanes Left 2 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 2 1 HCM Control Delay 24.1 10.5 13 HCM LOS C B B
Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 12% 86% 3% 0% 0% Vol Thru, % 88% 0% 94% 100% 0% Vol Right, % 1% 14% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 171 376 31 227 220 LT Vol 20 323 1 0 0 Through Vol 150 0 29 227 0 RT Vol 1 53 1 0 220 Lane Flow Rate 204 448 37 270 262 Geometry Grp 5 2 2 7 7 Degree of Util (X) 0.36 0.739 0.071 0.484 0.42 Departure Headway (Hd) 6.361 5.942 6.925 6.445 5.767 Convergence, Y/N Yes Yes Yes Yes Yes Cap 562 604 520 557 621 Service Time 4.451 4.007 4.925 4.224 3.545 HCM Lane V/C Ratio 0.363 0.742 0.071 0.485 0.422 HCM Control Delay 13 24.1 10.5 15.2 12.7 HCM Lane LOS B C B C B HCM 95th-tile Q 1.6 6.4 0.2 2.6 2.1
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 17 HCM 2010 AWSC 16: 5th & Randolph 04/06/2017
Intersection Intersection Delay, s/veh Intersection LOS
Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 227 220 Future Vol, veh/h 0 0 227 220 Peak Hour Factor 0.92 0.84 0.84 0.84 Heavy Vehicles, % 2 0 3 5 Mvmt Flow 0 0 270 262 Number of Lanes 0 0 1 1 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 14 HCM LOS B
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 18 Lanes, Volumes, Timings 23: 3rd & Olive 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 229 14 0 0 4 0 0 57 1 0 0 0 Future Volume (vph) 229 14 0 0 4 0 0 57 1 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 Flt Protected 0.955 Satd. Flow (prot) 0 1761 0 0 1900 0 0 1860 0 0 0 0 Flt Permitted 0.955 Satd. Flow (perm) 0 1761 0 0 1900 0 0 1860 0 0 0 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 353 362 575 606 Travel Time (s) 9.6 9.9 15.7 16.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.92 0.92 Heavy Vehicles (%) 2% 20% 0% 0% 0% 0% 0% 2% 0% 2% 2% 2% Adj. Flow (vph) 241 15 0 0 4 0 0 60 1 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 256 0 0 4 0 0 61 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 19 HCM 2010 AWSC 23: 3rd & Olive 04/06/2017
Intersection Intersection Delay, s/veh 8.8 Intersection LOS A
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 229 14 0 0 0 4 0 0 0 57 1 Future Vol, veh/h 0 229 14 0 0 0 4 0 0 0 57 1 Peak Hour Factor 0.92 0.95 0.95 0.95 0.92 0.95 0.95 0.95 0.92 0.95 0.95 0.95 Heavy Vehicles, % 2 2 20 0 2 0 0 0 2 0 2 0 Mvmt Flow 0 241 15 0 0 0 4 0 0 0 60 1 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 9.1 7.3 7.9 HCM LOS A AA
Lane NBLn1 EBLn1 WBLn1 Vol Left, % 0% 94% 0% Vol Thru, % 98% 6% 100% Vol Right, % 2% 0% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 58 243 4 LT Vol 0 229 0 Through Vol 57 14 4 RT Vol 1 0 0 Lane Flow Rate 61 256 4 Geometry Grp 1 1 1 Degree of Util (X) 0.077 0.301 0.005 Departure Headway (Hd) 4.52 4.233 4.306 Convergence, Y/N Yes Yes Yes Cap 797 844 835 Service Time 2.52 2.279 2.312 HCM Lane V/C Ratio 0.077 0.303 0.005 HCM Control Delay 7.9 9.1 7.3 HCM Lane LOS A A A HCM 95th-tile Q 0.2 1.3 0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 20 HCM 2010 AWSC 23: 3rd & Olive 04/06/2017
Intersection Intersection Delay, s/veh Intersection LOS
Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 Future Vol, veh/h 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 0 0 0 Number of Lanes 0 0 0 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 21 Lanes, Volumes, Timings 26: 2nd & Olive 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 0 7 0 0 4 6 220 3 1 316 5 Future Volume (vph) 4 0 7 0 0 4 6 220 3 1 316 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.913 0.865 0.998 0.998 Flt Protected 0.982 0.999 Satd. Flow (prot) 0 1363 0 0 1644 0 0 1841 0 0 1860 0 Flt Permitted 0.982 0.999 Satd. Flow (perm) 0 1363 0 0 1644 0 0 1841 0 0 1860 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 362 350 578 864 Travel Time (s) 9.9 9.5 13.1 19.6 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 25% 0% 25% 0% 0% 0% 0% 3% 0% 0% 2% 0% Adj. Flow (vph) 5 0 9 0 0 5 8 275 4 1 395 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 14 0 0 5 0 0 287 0 0 402 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 28.4% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 22 HCM 2010 TWSC 26: 2nd & Olive 04/06/2017
Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 7 0 0 4 6 220 3 1 316 5 Future Vol, veh/h 4 0 7 0 0 4 6 220 3 1 316 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 25 0 25 0 0 0 0 3 0 0 2 0 Mvmt Flow 5 0 9 0 0 5 8 275 4 1 395 6
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 695 695 398 697 696 277 401 0 0 279 0 0 Stage 1 401 401 - 292 292 ------Stage 2 294 294 - 405 404 ------Critical Hdwy 7.35 6.5 6.45 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.35 5.5 - 6.1 5.5 ------Critical Hdwy Stg 2 6.35 5.5 - 6.1 5.5 ------Follow-up Hdwy 3.725 4 3.525 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 328 368 604 358 368 767 1169 - - 1295 - - Stage 1 582 604 - 720 675 ------Stage 2 667 673 - 626 603 ------Platoon blocked, % ---- Mov Cap-1 Maneuver 324 365 604 350 365 767 1169 - - 1295 - - Mov Cap-2 Maneuver 324 365 - 350 365 ------Stage 1 577 603 - 714 670 ------Stage 2 657 668 - 616 602 ------
Approach EB WB NB SB HCM Control Delay, s 13.1 9.7 0.2 0 HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1169 - - 460 767 1295 - - HCM Lane V/C Ratio 0.006 - - 0.03 0.007 0.001 - - HCM Control Delay (s) 8.1 0 - 13.1 9.7 7.8 0 - HCM Lane LOS A A - B A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 23 Lanes, Volumes, Timings 28: 2nd & Tecumseh 04/06/2017
Lane Group WBL WBR NBL NBR SEL SER Lane Configurations Traffic Volume (vph) 4 5 219 6 8 325 Future Volume (vph) 4 5 219 6 8 325 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.926 0.996 0.868 Flt Protected 0.978 0.954 0.999 Satd. Flow (prot) 1721 0 1738 0 1601 0 Flt Permitted 0.978 0.954 0.999 Satd. Flow (perm) 1721 0 1738 0 1601 0 Link Speed (mph) 25 30 30 Link Distance (ft) 366 273 443 Travel Time (s) 10.0 6.2 10.1 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 4% 0% 0% 3% Adj. Flow (vph) 5 6 274 8 10 406 Shared Lane Traffic (%) Lane Group Flow (vph) 11 0 282 0 416 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 24 HCM 2010 TWSC 28: 2nd & Tecumseh 04/06/2017
Intersection Int Delay, s/veh 0 Movement WBL WBR NBL NBR SEL SER Lane Configurations Traffic Vol, veh/h 4 5 219 6 8 325 Future Vol, veh/h 4 5 219 6 8 325 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - 0 - Veh in Median Storage, # 0 - - - 0 - Grade, % 0 - 0 - 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 0 4 0 0 3 Mvmt Flow 5 6 274 8 10 406
Major/Minor Minor1 Major2 Conflicting Flow All 0 0 0 - Stage 1 0 - - - Stage 2 0 - - - Critical Hdwy - - - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - - Pot Cap-1 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - Platoon blocked, % - Mov Cap-1 Maneuver - - - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -
Approach WB SE HCM Control Delay, s HCM LOS -
Minor Lane/Major Mvmt WBLn1 SEL SER Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - - HCM Lane LOS - - - HCM 95th %tile Q(veh) - - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 25 Lanes, Volumes, Timings 29: 3rd/94 & Tecumseh 04/06/2017
Lane Group EBL EBR NBL NBT NBR SBL SBT SBR NWL NWR Lane Configurations Traffic Volume (vph) 0 0 5 297 4 331 0 220 10 223 Future Volume (vph) 0 0 5 297 4 331 0 220 10 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 0 200 Storage Lanes 0 0 0 0 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.946 0.850 Flt Protected 0.999 0.971 0.950 Satd. Flow (prot) 0 0 0 1882 0 0 1708 0 1805 1455 Flt Permitted 0.999 0.971 0.950 Satd. Flow (perm) 0 0 0 1882 0 0 1708 0 1805 1455 Link Speed (mph) 25 30 30 30 Link Distance (ft) 510 376 462 443 Travel Time (s) 13.9 8.5 10.5 10.1 Peak Hour Factor 0.92 0.92 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%) 2% 2% 0% 0% 50% 3% 0% 1% 0% 11% Adj. Flow (vph) 0 0 6 362 5 404 0 268 12 272 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 373 0 0 672 0 12 272 Enter Blocked Intersection No No No No No No No No No No Lane Alignment Left Right Left Left Right Left Left Right Left Right Median Width(ft) 0 0 0 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Yield Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 26 Lanes, Volumes, Timings 35: 94 & Drive 2 04/06/2017
Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 21 12 494 47 5 561 Future Volume (vph) 21 12 494 47 5 561 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 Frt 0.952 0.988 Flt Protected 0.969 Satd. Flow (prot) 1698 0 1824 0 0 3500 Flt Permitted 0.969 Satd. Flow (perm) 1698 0 1824 0 0 3500 Link Speed (mph) 25 30 30 Link Distance (ft) 171 372 186 Travel Time (s) 4.7 8.5 4.2 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%) 0% 9% 3% 2% 20% 3% Adj. Flow (vph) 27 15 625 59 6 710 Shared Lane Traffic (%) Lane Group Flow (vph) 42 0 684 0 0 716 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 6 6 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.8% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 27 HCM 2010 TWSC 35: 94 & Drive 2 04/06/2017
Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 21 12 494 47 5 561 Future Vol, veh/h 21 12 494 47 5 561 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 0 9 3 2 20 3 Mvmt Flow 27 15 625 59 6 710
Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1023 655 0 0 685 0 Stage 1 655 - - - - - Stage 2 368 - - - - - Critical Hdwy 6.6 6.335 - - 4.4 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3855 - - 2.39 - Pot Cap-1 Maneuver 249 450 - - 812 - Stage 1 521 - - - - - Stage 2 676 - - - - - Platoon blocked, % --- Mov Cap-1 Maneuver 246 450 - - 812 - Mov Cap-2 Maneuver 246 - - - - - Stage 1 521 - - - - - Stage 2 668 - - - - -
Approach WB NB SB HCM Control Delay, s 19.2 0 0.2 HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 295 812 - HCM Lane V/C Ratio - - 0.142 0.008 - HCM Control Delay (s) - - 19.2 9.5 0.1 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.5 0 -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 28 Lanes, Volumes, Timings 36: 94 & Barthel/Drive 1 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 16 1 8 6 0 65 5 500 1 49 549 11 Future Volume (vph) 16 1 8 6 0 65 5 500 1 49 549 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 175 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.956 0.877 0.997 Flt Protected 0.969 0.996 0.950 0.950 Satd. Flow (prot) 0 1760 0 0 1565 0 1504 3505 0 1687 3523 0 Flt Permitted 0.969 0.996 0.950 0.950 Satd. Flow (perm) 0 1760 0 0 1565 0 1504 3505 0 1687 3523 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 540 169 186 453 Travel Time (s) 14.7 4.6 4.2 10.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 17% 0% 5% 20% 3% 0% 7% 2% 10% Adj. Flow (vph) 20 1 10 8 0 81 6 625 1 61 686 14 Shared Lane Traffic (%) Lane Group Flow (vph) 0 31 0 0 89 0 6 626 0 61 700 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 12 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 29 HCM 2010 TWSC 36: 94 & Barthel/Drive 1 04/06/2017
Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 1 8 6 0 65 5 500 1 49 549 11 Future Vol, veh/h 16 1 8 6 0 65 5 500 1 49 549 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------50 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 17 0 5 20 3 0 7 2 10 Mvmt Flow 20 1 10 8 0 81 6 625 1 61 686 14
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1141 1455 350 1104 1461 313 700 0 0 626 0 0 Stage 1 816 816 - 638 638 ------Stage 2 325 639 - 466 823 ------Critical Hdwy 7.5 6.5 6.9 7.84 6.5 7 4.5 - - 4.24 - - Critical Hdwy Stg 1 6.5 5.5 - 6.84 5.5 ------Critical Hdwy Stg 2 6.5 5.5 - 6.84 5.5 ------Follow-up Hdwy 3.5 4 3.3 3.67 4 3.35 2.4 - - 2.27 - - Pot Cap-1 Maneuver 158 131 652 148 130 674 783 - - 918 - - Stage 1 341 393 - 397 474 ------Stage 2 667 474 - 508 391 ------Platoon blocked, % ---- Mov Cap-1 Maneuver 131 121 652 136 120 674 783 - - 918 - - Mov Cap-2 Maneuver 131 121 - 136 120 ------Stage 1 338 367 - 394 470 ------Stage 2 582 470 - 465 365 ------
Approach EB WB NB SB HCM Control Delay, s 30 13.6 0.1 0.7 HCM LOS D B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 783 - - 175 505 918 - - HCM Lane V/C Ratio 0.008 - - 0.179 0.176 0.067 - - HCM Control Delay (s) 9.6 - - 30 13.6 9.2 - - HCM Lane LOS A - - D B A - - HCM 95th %tile Q(veh) 0 - - 0.6 0.6 0.2 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 30 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Lane Configurations Traffic Volume (vph) 225 0 308 0 188 393 948 300 0 0 0 Future Volume (vph) 225 0 308 0 188 393 948 300 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% -2% Storage Length (ft) 0 0 0 0 350 0 0 0 Storage Lanes 2 1 0 0 1 0 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.91 0.91 1.00 1.00 1.00 Frt 0.850 0.899 Flt Protected 0.950 0.950 0.970 Satd. Flow (prot) 3467 0 1599 0 3182 0 1610 3288 0 0 0 Flt Permitted 0.950 0.950 0.546 Satd. Flow (perm) 3467 0 1599 0 3182 0 1610 1851 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 342 262 Link Speed (mph) 45 30 35 55 Link Distance (ft) 549 453 895 990 Travel Time (s) 8.3 10.3 17.4 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 250 0 342 0 209 437 1053 333 0 0 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 250 0 342 0 646 0 526 860 0 0 0 Enter Blocked Intersection No No No No No No No No No No No Lane Alignment Left Right Right Left Left Right Left Left Right Left Right Median Width(ft) 24 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 40 16 Two way Left Turn Lane Yes Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Turning Speed (mph) 15 9 9 15 9 15 9 15 9 Number of Detectors 1 0 1 1 1 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm NA Prot NA Protected Phases 3 2 1 6 Permitted Phases 3 Detector Phase 3 3 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 10.0 15.0 Minimum Split (s) 13.0 13.0 20.9 16.0 21.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 31 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Total Split (s) 18.0 18.0 36.0 51.0 87.0 Total Split (%) 17.1% 17.1% 34.3% 48.6% 82.9% Maximum Green (s) 12.0 12.0 30.1 45.0 81.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 1.9 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 5.9 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 Recall Mode None None C-Max Max C-Max Act Effct Green (s) 11.7 11.7 30.4 45.0 81.3 Actuated g/C Ratio 0.11 0.11 0.29 0.43 0.77 v/c Ratio 0.65 0.71 0.58 0.76 0.60 Control Delay 53.2 13.8 20.8 14.1 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 13.8 20.8 14.1 7.2 LOS D B C B A Approach Delay 30.4 20.8 9.8 Approach LOS C C A Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 96 (91%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 37: 94 & 370 E On Ramp & 370 E Off Ramp
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 32 Queues 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR2 NBT SBL SBT Lane Group Flow (vph) 250 342 646 526 860 v/c Ratio 0.65 0.71 0.58 0.76 0.60 Control Delay 53.2 13.8 20.8 14.1 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 13.8 20.8 14.1 7.2 Queue Length 50th (ft) 84 0 114 174 43 Queue Length 95th (ft) 125 87 174 175 22 Internal Link Dist (ft) 469 373 815 Turn Bay Length (ft) 350 Base Capacity (vph) 396 485 1108 690 1426 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.63 0.71 0.58 0.76 0.60 Intersection Summary
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 33 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 430 90 52 360 1158 158 Future Volume (vph) 430 90 52 360 1158 158 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% Storage Length (ft) 0 150 250 0 Storage Lanes 2 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 1599 1770 3539 3539 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 1599 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 100 176 Link Speed (mph) 45 35 35 Link Distance (ft) 283 895 251 Travel Time (s) 4.3 17.4 4.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 478 100 58 400 1287 176 Shared Lane Traffic (%) Lane Group Flow (vph) 478 100 58 400 1287 176 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 48 12 12 Link Offset(ft) 6 0 0 Crosswalk Width(ft) 16 35 20 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 0 1 1 1 0 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 1 6 2 Permitted Phases 4 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 15.0 15.0 15.0 Minimum Split (s) 13.0 13.0 16.0 21.0 20.9 20.9
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 34 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Total Split (s) 28.0 28.0 16.0 77.0 61.0 61.0 Total Split (%) 26.7% 26.7% 15.2% 73.3% 58.1% 58.1% Maximum Green (s) 22.0 22.0 10.0 71.0 55.1 55.1 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.9 1.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 5.9 5.9 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 Recall Mode None None None C-Max C-Max C-Max Act Effct Green (s) 19.9 19.9 10.0 73.1 60.4 60.4 Actuated g/C Ratio 0.19 0.19 0.10 0.70 0.58 0.58 v/c Ratio 0.73 0.26 0.35 0.16 0.63 0.18 Control Delay 46.8 8.9 46.0 1.0 9.9 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 8.9 46.0 1.0 9.9 0.6 LOS D A D A A A Approach Delay 40.2 6.7 8.7 Approach LOS D A A Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 4 (4%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 38: 94 & 370 W
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 35 Queues 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 478 100 58 400 1287 176 v/c Ratio 0.73 0.26 0.35 0.16 0.63 0.18 Control Delay 46.8 8.9 46.0 1.0 9.9 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 8.9 46.0 1.0 9.9 0.6 Queue Length 50th (ft) 154 0 20 7 358 0 Queue Length 95th (ft) 208 43 m43 7 143 m3 Internal Link Dist (ft) 203 815 171 Turn Bay Length (ft) 150 250 Base Capacity (vph) 726 414 168 2464 2035 985 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.24 0.35 0.16 0.63 0.18 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 36 Lanes, Volumes, Timings 50: 94 & Little Hills Ind 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 18 0 790 1298 2 Future Volume (vph) 0 18 0 790 1298 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -1% 0% 0% Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1280 0 3406 4894 0 Flt Permitted Satd. Flow (perm) 0 1280 0 3406 4894 0 Link Speed (mph) 30 35 35 Link Distance (ft) 438 251 538 Travel Time (s) 10.0 4.9 10.5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 29% 0% 6% 6% 0% Adj. Flow (vph) 0 20 0 898 1475 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 20 0 898 1477 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.1% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 37 HCM 2010 TWSC 50: 94 & Little Hills Ind 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 18 0 790 1298 2 Future Vol, veh/h 0 18 0 790 1298 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % -1 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 29 0 6 6 0 Mvmt Flow 0 20 0 898 1475 2
Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 739 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 7.58 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 4.19 - - - - Pot Cap-1 Maneuver 0 270 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % --- Mov Cap-1 Maneuver - 270 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------
Approach EB NB SB HCM Control Delay, s 19.4 0 0 HCM LOS C
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 270 - - HCM Lane V/C Ratio - 0.076 - - HCM Control Delay (s) - 19.4 - - HCM Lane LOS - C - - HCM 95th %tile Q(veh) - 0.2 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 38 Lanes, Volumes, Timings 52: 370 W Off Ramp & 370 W On Ramp/370 W 04/06/2017
Lane Group EBT EBR WBL WBT NEL NER Lane Configurations Traffic Volume (vph) 0 0 0 210 0 520 Future Volume (vph) 0 0 0 210 0 520 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 0% 0% -6% Storage Length (ft) 0 6 0 0 Storage Lanes 0 0 0 2 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 Frt 0.850 Flt Protected Satd. Flow (prot) 0 0 0 1863 0 2870 Flt Permitted Satd. Flow (perm) 0 0 0 1863 0 2870 Link Speed (mph) 60 60 45 Link Distance (ft) 780 283 621 Travel Time (s) 8.9 3.2 9.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 228 0 565 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 228 0 565 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 30 24 20 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 50 0 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 0.96 0.96 Turning Speed (mph) 9 15 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.5% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 39 Lanes, Volumes, Timings 2: 5th & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 242 231 292 245 210 286 Future Volume (vph) 242 231 292 245 210 286 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -4% 4% 0% Storage Length (ft) 185 0 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.974 0.950 Satd. Flow (prot) 1863 1647 0 1773 1787 1583 Flt Permitted 0.974 0.950 Satd. Flow (perm) 1863 1647 0 1773 1787 1583 Link Speed (mph) 40 40 35 Link Distance (ft) 699 233 708 Travel Time (s) 11.9 4.0 13.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 0% 0% 5% 1% 2% Adj. Flow (vph) 278 266 336 282 241 329 Shared Lane Traffic (%) Lane Group Flow (vph) 278 266 0 618 241 329 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.03 1.03 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 1 HCM 2010 AWSC 2: 5th & Little Hills Expy 04/06/2017
Intersection Intersection Delay, s/veh 57.1 Intersection LOS F
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Vol, veh/h 0 242 231 0 292 245 0 210 286 Future Vol, veh/h 0 242 231 0 292 245 0 210 286 Peak Hour Factor 0.92 0.87 0.87 0.92 0.87 0.87 0.92 0.87 0.87 Heavy Vehicles, % 0 4 0 0 0 5 0 1 2 Mvmt Flow 0 278 266 0 336 282 0 241 329 Number of Lanes 0 1 1 0 0 1 0 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 1 HCM Control Delay 17.5 126.4 19.9 HCM LOS C F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 Vol Left, % 100% 0% 0% 0% 54% Vol Thru, % 0% 0% 100% 0% 46% Vol Right, % 0% 100% 0% 100% 0% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 210 286 242 231 537 LT Vol 210 0 0 0 292 Through Vol 0 0 242 0 245 RT Vol 0 286 0 231 0 Lane Flow Rate 241 329 278 266 617 Geometry Grp 7 7 7 7 4 Degree of Util (X) 0.526 0.606 0.56 0.478 1.188 Departure Headway (Hd) 8.273 7.054 7.563 6.77 6.927 Convergence, Y/N Yes Yes Yes Yes Yes Cap 439 516 481 536 531 Service Time 5.973 4.754 5.263 4.47 4.939 HCM Lane V/C Ratio 0.549 0.638 0.578 0.496 1.162 HCM Control Delay 19.8 20 19.5 15.5 126.4 HCM Lane LOS C C C C F HCM 95th-tile Q 3 4 3.4 2.6 22.5
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 2 Lanes, Volumes, Timings 4: Little Hills Ind & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 522 6 2 528 8 5 Future Volume (vph) 522 6 2 528 8 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -5% 6% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.946 Flt Protected 0.971 Satd. Flow (prot) 1873 1452 0 1807 1540 0 Flt Permitted 0.971 Satd. Flow (perm) 1873 1452 0 1807 1540 0 Link Speed (mph) 40 40 30 Link Distance (ft) 233 866 196 Travel Time (s) 4.0 14.8 4.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 14% 0% 2% 25% 0% Adj. Flow (vph) 600 7 2 607 9 6 Shared Lane Traffic (%) Lane Group Flow (vph) 600 7 0 609 15 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.04 1.04 0.98 0.98 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 3 HCM 2010 TWSC 4: Little Hills Ind & Little Hills Expy 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 522 6 2 528 8 5 Future Vol, veh/h 522 6 2 528 8 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -5 - - 6 -3 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 14 0 2 25 0 Mvmt Flow 600 7 2 607 9 6
Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 600 0 1211 600 Stage 1 - - - - 600 - Stage 2 - - - - 611 - Critical Hdwy - - 4.1 - 6.05 5.9 Critical Hdwy Stg 1 - - - - 5.05 - Critical Hdwy Stg 2 - - - - 5.05 - Follow-up Hdwy - - 2.2 - 3.725 3.3 Pot Cap-1 Maneuver - - 987 - 221 531 Stage 1 - - - - 559 - Stage 2 - - - - 553 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 987 - 220 531 Mov Cap-2 Maneuver - - - - 220 - Stage 1 - - - - 559 - Stage 2 - - - - 551 -
Approach EB WB NB HCM Control Delay, s 0 0 18.4 HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 284 - - 987 - HCM Lane V/C Ratio 0.053 - - 0.002 - HCM Control Delay (s) 18.4 - - 8.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.2 - - 0 -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 4 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 215 0 335 224 33 11 325 757 3 1 421 211 Future Volume (vph) 215 0 335 224 33 11 325 757 3 1 421 211 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 100 300 250 325 325 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 50 25 75 100 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.964 0.950 0.950 Satd. Flow (prot) 1752 1553 0 1715 1740 1615 1736 3505 1615 1805 3539 1599 Flt Permitted 0.950 0.950 0.964 0.269 0.336 Satd. Flow (perm) 1752 1553 0 1715 1740 1615 491 3505 1615 638 3539 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 533 207 150 234 Link Speed (mph) 40 40 35 35 Link Distance (ft) 635 456 538 520 Travel Time (s) 10.8 7.8 10.5 10.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 4% 0% 0% 0% 4% 3% 0% 0% 2% 1% Adj. Flow (vph) 239 0 372 249 37 12 361 841 3 1 468 234 Shared Lane Traffic (%) 43% Lane Group Flow (vph) 239 372 0 142 144 12 361 841 3 1 468 234 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 20 20 20 20 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 0 1 1 0 1 1 0 Detector Template Left Left Left Left Leading Detector (ft) 30 30 30 30 0 30 30 0 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 20 30 30 20 30 30 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 1 6 5 2 Permitted Phases 8 6 6 2 2 Detector Phase 4 4 8 8 8 1 6 6 5 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.0 14.0 14.0 14.0 14.0 13.0 15.5 15.5 12.4 15.4 15.4
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 5 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 27.0 27.0 20.0 20.0 20.0 31.0 45.6 45.6 12.4 27.0 27.0 Total Split (%) 25.7% 25.7% 19.0% 19.0% 19.0% 29.5% 43.4% 43.4% 11.8% 25.7% 25.7% Maximum Green (s) 21.0 21.0 14.0 14.0 14.0 25.0 40.1 40.1 7.0 21.6 21.6 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.4 1.4 1.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.5 5.5 5.4 5.4 5.4 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 5.0 5.0 4.0 4.0 4.0 4.0 5.0 5.0 4.0 5.0 5.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Act Effct Green (s) 19.4 19.4 12.9 12.9 12.9 52.3 52.8 52.8 29.3 29.3 29.3 Actuated g/C Ratio 0.18 0.18 0.12 0.12 0.12 0.50 0.50 0.50 0.28 0.28 0.28 v/c Ratio 0.74 0.52 0.68 0.68 0.03 0.75 0.48 0.00 0.00 0.47 0.38 Control Delay 54.6 2.6 60.6 60.2 0.2 17.8 8.7 0.0 33.0 35.4 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.6 2.6 60.6 60.2 0.2 17.8 8.7 0.0 33.0 35.4 6.7 LOS D A E E A B A A C D A Approach Delay 23.0 57.9 11.4 25.8 Approach LOS C E B C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 93 (89%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 22.4 Intersection LOS: C Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: 94 & Little Hills Expy/Boeing
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 6 Queues 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 239 372 142 144 12 361 841 3 1 468 234 v/c Ratio 0.74 0.52 0.68 0.68 0.03 0.75 0.48 0.00 0.00 0.47 0.38 Control Delay 54.6 2.6 60.6 60.2 0.2 17.8 8.7 0.0 33.0 35.4 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.6 2.6 60.6 60.2 0.2 17.8 8.7 0.0 33.0 35.4 6.7 Queue Length 50th (ft) 150 0 96 97 0 101 157 0 1 144 0 Queue Length 95th (ft) 236 0 #168 #169 0 m264 274 m0 5 207 63 Internal Link Dist (ft) 555 376 458 440 Turn Bay Length (ft) 100 100 300 250 325 325 Base Capacity (vph) 350 737 228 232 394 540 1761 886 256 988 615 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.50 0.62 0.62 0.03 0.67 0.48 0.00 0.00 0.47 0.38 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 7 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 173 25 61 323 266 251 Future Volume (vph) 173 25 61 323 266 251 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -6% 2% -2% Storage Length (ft) 200 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 100 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1859 1386 1787 1862 1919 1631 Flt Permitted 0.950 0.490 Satd. Flow (perm) 1859 1386 922 1862 1919 1631 Right Turn on Red Yes Yes Satd. Flow (RTOR) 27 273 Link Speed (mph) 25 35 35 Link Distance (ft) 781 1086 511 Travel Time (s) 21.3 21.2 10.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 20% 0% 1% 0% 0% Adj. Flow (vph) 188 27 66 351 289 273 Shared Lane Traffic (%) Lane Group Flow (vph) 188 27 66 351 289 273 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Left Right Left Right Leading Detector (ft) 30 30 30 30 30 30 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 10.0 10.0 10.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 8 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 20.0 20.0 12.0 20.0 20.0 20.0 Total Split (s) 22.0 22.0 12.0 38.0 26.0 26.0 Total Split (%) 36.7% 36.7% 20.0% 63.3% 43.3% 43.3% Maximum Green (s) 17.0 17.0 7.0 33.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.7 10.7 36.0 37.0 30.0 30.0 Actuated g/C Ratio 0.20 0.20 0.66 0.68 0.55 0.55 v/c Ratio 0.51 0.09 0.09 0.28 0.27 0.27 Control Delay 24.3 8.4 5.3 5.9 11.9 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.3 8.4 5.3 5.9 11.9 2.9 LOS C A A A B A Approach Delay 22.3 5.8 7.5 Approach LOS C A A Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 54.2 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 9.6 Intersection LOS: A Intersection Capacity Utilization 41.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: 5th & Duchesne
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 9 Queues 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 188 27 66 351 289 273 v/c Ratio 0.51 0.09 0.09 0.28 0.27 0.27 Control Delay 24.3 8.4 5.3 5.9 11.9 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.3 8.4 5.3 5.9 11.9 2.9 Queue Length 50th (ft) 54 0 7 44 63 0 Queue Length 95th (ft) 103 16 22 100 130 40 Internal Link Dist (ft) 701 1006 431 Turn Bay Length (ft) 200 100 100 Base Capacity (vph) 584 454 723 1272 1062 1025 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.06 0.09 0.28 0.27 0.27 Intersection Summary
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 10 Lanes, Volumes, Timings 13: 5th & Olive 04/06/2017
Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 298 17 368 137 6 282 Future Volume (vph) 298 17 368 137 6 282 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Grade (%) 12% -4% 1% Storage Length (ft) 0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.963 Flt Protected 0.955 0.950 Satd. Flow (prot) 1920 0 1835 0 1796 1890 Flt Permitted 0.955 0.950 Satd. Flow (perm) 1920 0 1835 0 1796 1890 Link Speed (mph) 25 30 35 Link Distance (ft) 584 610 1077 Travel Time (s) 15.9 13.9 21.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 317 18 391 146 6 300 Shared Lane Traffic (%) Lane Group Flow (vph) 335 0 537 0 6 300 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 16 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.92 1.08 0.97 0.97 1.01 1.01 Turning Speed (mph) 15 9 9 15 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 11 HCM 2010 AWSC 13: 5th & Olive 04/06/2017
Intersection Intersection Delay, s/veh 23.1 Intersection LOS C
Movement WBU WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Vol, veh/h 0 298 17 0 368 137 0 6 282 Future Vol, veh/h 0 298 17 0 368 137 0 6 282 Peak Hour Factor 0.92 0.94 0.94 0.92 0.94 0.94 0.92 0.94 0.94 Heavy Vehicles, % 0 0 0 0 2 1 0 0 0 Mvmt Flow 0 317 18 0 391 146 0 6 300 Number of Lanes 0 1 0 0 1 0 0 1 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 2 1 0 HCM Control Delay 18.2 30 16.2 HCM LOS C DC
Lane NBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 95% 100% 0% Vol Thru, % 73% 0% 0% 100% Vol Right, % 27% 5% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 505 315 6 282 LT Vol 0 298 6 0 Through Vol 368 0 0 282 RT Vol 137 17 0 0 Lane Flow Rate 537 335 6 300 Geometry Grp 5 2 7 7 Degree of Util (X) 0.829 0.59 0.012 0.532 Departure Headway (Hd) 5.554 6.338 6.897 6.387 Convergence, Y/N Yes Yes Yes Yes Cap 650 566 516 561 Service Time 3.625 4.414 4.683 4.173 HCM Lane V/C Ratio 0.826 0.592 0.012 0.535 HCM Control Delay 30 18.2 9.8 16.3 HCM Lane LOS D C A C HCM 95th-tile Q 8.8 3.8 0 3.1
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 12 Lanes, Volumes, Timings 36: 94 & Barthel/Drive 1 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 5 12 3 5 49 14 552 2 48 658 27 Future Volume (vph) 18 5 12 3 5 49 14 552 2 48 658 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 175 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.954 0.885 0.994 Flt Protected 0.975 0.997 0.950 0.950 Satd. Flow (prot) 0 1767 0 0 1648 0 1805 3574 0 1805 3554 0 Flt Permitted 0.975 0.997 0.950 0.950 Satd. Flow (perm) 0 1767 0 0 1648 0 1805 3574 0 1805 3554 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 540 169 186 453 Travel Time (s) 14.7 4.6 4.2 10.3 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 2% 0% 1% 0% 0% 1% 0% Adj. Flow (vph) 21 6 14 4 6 58 17 657 2 57 783 32 Shared Lane Traffic (%) Lane Group Flow (vph) 0 41 0 0 68 0 17 659 0 57 815 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 12 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 29 HCM 2010 TWSC 36: 94 & Barthel/Drive 1 04/06/2017
Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 5 12 3 5 49 14 552 2 48 658 27 Future Vol, veh/h 18 5 12 3 5 49 14 552 2 48 658 27 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------50 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 0 0 0 0 0 2 0 1 0 0 1 0 Mvmt Flow 21 6 14 4 6 58 17 657 2 57 783 32
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1279 1607 408 1201 1622 330 815 0 0 660 0 0 Stage 1 914 914 - 692 692 ------Stage 2 365 693 - 509 930 ------Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.94 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------Follow-up Hdwy 3.5 4 3.3 3.5 4 3.32 2.2 - - 2.2 - - Pot Cap-1 Maneuver 125 106 598 143 104 666 821 - - 938 - - Stage 1 298 355 - 405 448 ------Stage 2 632 448 - 520 349 ------Platoon blocked, % ---- Mov Cap-1 Maneuver 102 97 598 125 96 666 821 - - 938 - - Mov Cap-2 Maneuver 102 97 - 125 96 ------Stage 1 292 333 - 397 439 ------Stage 2 557 439 - 468 328 ------
Approach EB WB NB SB HCM Control Delay, s 40.9 16.5 0.2 0.6 HCM LOS E C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 821 - - 141 381 938 - - HCM Lane V/C Ratio 0.02 - - 0.296 0.178 0.061 - - HCM Control Delay (s) 9.5 - - 40.9 16.5 9.1 - - HCM Lane LOS A - - E C A - - HCM 95th %tile Q(veh) 0.1 - - 1.2 0.6 0.2 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 30 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Lane Configurations Traffic Volume (vph) 134 0 108 0 364 255 505 624 0 0 0 Future Volume (vph) 134 0 108 0 364 255 505 624 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% -2% Storage Length (ft) 0 0 0 0 350 0 0 0 Storage Lanes 2 1 0 0 1 0 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.91 0.91 1.00 1.00 1.00 Frt 0.850 0.938 Flt Protected 0.950 0.950 0.991 Satd. Flow (prot) 3467 0 1599 0 3320 0 1610 3360 0 0 0 Flt Permitted 0.950 0.950 0.631 Satd. Flow (perm) 3467 0 1599 0 3320 0 1610 2139 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 120 190 Link Speed (mph) 45 30 35 55 Link Distance (ft) 549 453 895 990 Travel Time (s) 8.3 10.3 17.4 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 0% 2% 0% 2% 2% 2% 2% 0% 0% 0% Adj. Flow (vph) 149 0 120 0 404 283 561 693 0 0 0 Shared Lane Traffic (%) 27% Lane Group Flow (vph) 149 0 120 0 687 0 410 844 0 0 0 Enter Blocked Intersection No No No No No No No No No No No Lane Alignment Left Right Right Left Left Right Left Left Right Left Right Median Width(ft) 24 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 40 16 Two way Left Turn Lane Yes Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Turning Speed (mph) 15 9 9 15 9 15 9 15 9 Number of Detectors 1 0 1 1 1 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm NA Prot NA Protected Phases 3 2 1 6 Permitted Phases 3 Detector Phase 3 3 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 10.0 15.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 31 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Minimum Split (s) 13.0 13.0 20.9 16.0 21.0 Total Split (s) 15.0 15.0 44.0 46.0 90.0 Total Split (%) 14.3% 14.3% 41.9% 43.8% 85.7% Maximum Green (s) 9.0 9.0 38.1 40.0 84.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 1.9 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 5.9 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 Recall Mode None None C-Max None C-Max Act Effct Green (s) 8.8 8.8 38.3 40.0 84.2 Actuated g/C Ratio 0.08 0.08 0.36 0.38 0.80 v/c Ratio 0.51 0.49 0.52 0.67 0.59 Control Delay 52.6 15.9 20.0 16.6 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.6 15.9 20.0 16.6 8.5 LOS D B B B A Approach Delay 36.2 20.0 11.1 Approach LOS D B B Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 67 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 37: 94 & 370 E On Ramp & 370 E Off Ramp
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 32 Queues 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR2 NBT SBL SBT Lane Group Flow (vph) 149 120 687 410 844 v/c Ratio 0.51 0.49 0.52 0.67 0.59 Control Delay 52.6 15.9 20.0 16.6 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.6 15.9 20.0 16.6 8.5 Queue Length 50th (ft) 50 0 134 90 39 Queue Length 95th (ft) 82 55 190 139 77 Internal Link Dist (ft) 469 373 815 Turn Bay Length (ft) 350 Base Capacity (vph) 297 246 1330 613 1422 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.50 0.49 0.52 0.67 0.59 Intersection Summary
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 33 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 788 431 200 298 698 305 Future Volume (vph) 788 431 200 298 698 305 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% Storage Length (ft) 0 150 250 0 Storage Lanes 2 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 1599 1770 3539 3539 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 1599 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 382 339 Link Speed (mph) 45 35 35 Link Distance (ft) 283 895 251 Travel Time (s) 4.3 17.4 4.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 876 479 222 331 776 339 Shared Lane Traffic (%) Lane Group Flow (vph) 876 479 222 331 776 339 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 48 12 12 Link Offset(ft) 6 0 0 Crosswalk Width(ft) 16 35 20 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 0 1 1 1 0 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 1 6 2 Permitted Phases 4 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 15.0 15.0 15.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 34 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 13.0 13.0 16.0 21.0 28.0 28.0 Total Split (s) 41.0 41.0 27.0 64.0 37.0 37.0 Total Split (%) 39.0% 39.0% 25.7% 61.0% 35.2% 35.2% Maximum Green (s) 35.0 35.0 21.0 58.0 31.1 31.1 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.9 1.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 5.9 5.9 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 Recall Mode None None None C-Max C-Max C-Max Act Effct Green (s) 33.3 33.3 18.1 59.7 35.7 35.7 Actuated g/C Ratio 0.32 0.32 0.17 0.57 0.34 0.34 v/c Ratio 0.80 0.62 0.73 0.16 0.65 0.45 Control Delay 38.8 10.2 38.9 4.1 26.3 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 10.2 38.9 4.1 26.3 5.4 LOS D B D A C A Approach Delay 28.7 18.1 20.0 Approach LOS C B B Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 23.5 Intersection LOS: C Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 38: 94 & 370 W
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 35 Queues 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 876 479 222 331 776 339 v/c Ratio 0.80 0.62 0.73 0.16 0.65 0.45 Control Delay 38.8 10.2 38.9 4.1 26.3 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 10.2 38.9 4.1 26.3 5.4 Queue Length 50th (ft) 268 46 92 44 265 20 Queue Length 95th (ft) 342 148 149 58 316 54 Internal Link Dist (ft) 203 815 171 Turn Bay Length (ft) 150 250 Base Capacity (vph) 1155 787 354 2011 1201 761 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.61 0.63 0.16 0.65 0.45 Intersection Summary
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 36 Lanes, Volumes, Timings 50: 94 & Little Hills Ind 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 28 0 1085 976 4 Future Volume (vph) 0 28 0 1085 976 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -1% 0% 0% Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91 Frt 0.865 0.999 Flt Protected Satd. Flow (prot) 0 1652 0 3539 5076 0 Flt Permitted Satd. Flow (perm) 0 1652 0 3539 5076 0 Link Speed (mph) 30 35 35 Link Distance (ft) 438 251 538 Travel Time (s) 10.0 4.9 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 0% 0% 2% 2% 25% Adj. Flow (vph) 0 31 0 1206 1084 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 31 0 1206 1088 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 37 HCM 2010 TWSC 50: 94 & Little Hills Ind 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 28 0 1085 976 4 Future Vol, veh/h 0 28 0 1085 976 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % -1 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 2 2 25 Mvmt Flow 0 31 0 1206 1084 4
Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 544 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 7 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.9 - - - - Pot Cap-1 Maneuver 0 424 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % --- Mov Cap-1 Maneuver - 424 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------
Approach EB NB SB HCM Control Delay, s 14.2 0 0 HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 424 - - HCM Lane V/C Ratio - 0.073 - - HCM Control Delay (s) - 14.2 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.2 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2020 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 38 Lanes, Volumes, Timings 2: 5th & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 378 273 247 225 187 417 Future Volume (vph) 378 273 247 225 187 417 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -4% 4% 0% Storage Length (ft) 185 0 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.975 0.950 Satd. Flow (prot) 1882 1584 0 1737 1736 1583 Flt Permitted 0.975 0.950 Satd. Flow (perm) 1882 1584 0 1737 1736 1583 Link Speed (mph) 40 40 35 Link Distance (ft) 699 233 708 Travel Time (s) 11.9 4.0 13.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 4% 5% 4% 4% 2% Adj. Flow (vph) 420 303 274 250 208 463 Shared Lane Traffic (%) Lane Group Flow (vph) 420 303 0 524 208 463 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.03 1.03 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 1 HCM 2010 AWSC 2: 5th & Little Hills Expy 04/06/2017
Intersection Intersection Delay, s/veh 52.1 Intersection LOS F
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Vol, veh/h 0 378 273 0 247 225 0 187 417 Future Vol, veh/h 0 378 273 0 247 225 0 187 417 Peak Hour Factor 0.92 0.90 0.90 0.92 0.90 0.90 0.92 0.90 0.90 Heavy Vehicles, % 2 3 4 2 5 4 2 4 2 Mvmt Flow 0 420 303 0 274 250 0 208 463 Number of Lanes 0 1 1 0 0 1 0 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 1 HCM Control Delay 34.6 95.9 36.7 HCM LOS D F E
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 Vol Left, % 100% 0% 0% 0% 52% Vol Thru, % 0% 0% 100% 0% 48% Vol Right, % 0% 100% 0% 100% 0% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 187 417 378 273 472 LT Vol 187 0 0 0 247 Through Vol 0 0 378 0 225 RT Vol 0 417 0 273 0 Lane Flow Rate 208 463 420 303 524 Geometry Grp 7 7 7 7 4 Degree of Util (X) 0.472 0.894 0.882 0.579 1.093 Departure Headway (Hd) 8.464 7.19 7.833 7.126 7.506 Convergence, Y/N Yes Yes Yes Yes Yes Cap 428 510 466 510 482 Service Time 6.164 4.89 5.533 4.826 5.556 HCM Lane V/C Ratio 0.486 0.908 0.901 0.594 1.087 HCM Control Delay 18.5 44.9 45.7 19.2 95.9 HCM Lane LOS C E E C F HCM 95th-tile Q 2.5 10.1 9.4 3.6 17
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 2 Lanes, Volumes, Timings 4: Little Hills Ind & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 782 13 1 460 1 0 Future Volume (vph) 782 13 1 460 1 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -5% 6% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1855 1655 0 1723 1832 0 Flt Permitted 0.950 Satd. Flow (perm) 1855 1655 0 1723 1832 0 Link Speed (mph) 40 40 30 Link Distance (ft) 233 866 196 Travel Time (s) 4.0 14.8 4.5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 5% 0% 0% 7% 0% 0% Adj. Flow (vph) 889 15 1 523 1 0 Shared Lane Traffic (%) Lane Group Flow (vph) 889 15 0 524 1 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.04 1.04 0.98 0.98 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 3 HCM 2010 TWSC 4: Little Hills Ind & Little Hills Expy 04/06/2017
Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 782 13 1 460 1 0 Future Vol, veh/h 782 13 1 460 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -5 - - 6 -3 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 5 0 0 7 0 0 Mvmt Flow 889 15 1 523 1 0
Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 889 0 1414 889 Stage 1 - - - - 889 - Stage 2 - - - - 525 - Critical Hdwy - - 4.1 - 5.8 5.9 Critical Hdwy Stg 1 - - - - 4.8 - Critical Hdwy Stg 2 - - - - 4.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 771 - 194 372 Stage 1 - - - - 470 - Stage 2 - - - - 652 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 771 - 194 372 Mov Cap-2 Maneuver - - - - 194 - Stage 1 - - - - 470 - Stage 2 - - - - 651 -
Approach EB WB NB HCM Control Delay, s 0 0 23.7 HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 194 - - 771 - HCM Lane V/C Ratio 0.006 - - 0.001 - HCM Control Delay (s) 23.7 - - 9.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0 - - 0 -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 4 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 53 593 20 1 7 274 455 336 29 1130 238 Future Volume (vph) 136 53 593 20 1 7 274 455 336 29 1130 238 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 100 300 250 325 325 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 50 25 75 100 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.862 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.956 0.950 0.950 Satd. Flow (prot) 1736 1526 0 1417 1447 1324 1687 3406 1615 1805 3471 1468 Flt Permitted 0.950 0.950 0.956 0.110 0.461 Satd. Flow (perm) 1736 1526 0 1417 1447 1324 195 3406 1615 876 3471 1468 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 335 189 382 270 Link Speed (mph) 40 40 35 35 Link Distance (ft) 635 456 538 520 Travel Time (s) 10.8 7.8 10.5 10.1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 4% 0% 8% 21% 0% 22% 7% 6% 0% 0% 4% 10% Adj. Flow (vph) 155 60 674 23 1 8 311 517 382 33 1284 270 Shared Lane Traffic (%) 48% Lane Group Flow (vph) 155 734 0 12 12 8 311 517 382 33 1284 270 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 20 20 20 20 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 0 1 1 0 1 1 0 Detector Template Left Left Left Left Leading Detector (ft) 30 30 30 30 0 30 30 0 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 20 30 30 20 30 30 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 1 6 5 2 Permitted Phases 8 6 6 2 2 Detector Phase 4 4 8 8 8 1 6 6 5 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.0 14.0 14.0 14.0 14.0 13.0 15.5 15.5 12.4 15.4 15.4
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 5 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 35.0 35.0 14.0 14.0 14.0 18.0 53.6 53.6 12.4 48.0 48.0 Total Split (%) 30.4% 30.4% 12.2% 12.2% 12.2% 15.7% 46.6% 46.6% 10.8% 41.7% 41.7% Maximum Green (s) 29.0 29.0 8.0 8.0 8.0 12.0 48.1 48.1 7.0 42.6 42.6 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.4 1.4 1.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.5 5.5 5.4 5.4 5.4 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 5.0 5.0 4.0 4.0 4.0 4.0 5.0 5.0 4.0 5.0 5.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Act Effct Green (s) 29.0 29.0 7.5 7.5 7.5 58.3 58.8 58.8 42.6 42.6 42.6 Actuated g/C Ratio 0.25 0.25 0.07 0.07 0.07 0.51 0.51 0.51 0.37 0.37 0.37 v/c Ratio 0.35 1.16 0.13 0.13 0.03 0.95 0.30 0.38 0.09 1.00 0.38 Control Delay 38.1 109.5 53.8 53.6 0.3 63.9 10.0 4.2 24.7 61.5 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 109.5 53.8 53.6 0.3 63.9 10.0 4.2 24.7 61.5 4.6 LOS D F D D A E B A C E A Approach Delay 97.0 40.4 22.1 51.1 Approach LOS F D C D Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 4 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.16 Intersection Signal Delay: 52.5 Intersection LOS: D Intersection Capacity Utilization 99.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 5: 94 & Little Hills Expy/Boeing
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 6 Queues 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 155 734 12 12 8 311 517 382 33 1284 270 v/c Ratio 0.35 1.16 0.13 0.13 0.03 0.95 0.30 0.38 0.09 1.00 0.38 Control Delay 38.1 109.5 53.8 53.6 0.3 63.9 10.0 4.2 24.7 61.5 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 109.5 53.8 53.6 0.3 63.9 10.0 4.2 24.7 61.5 4.6 Queue Length 50th (ft) 95 ~445 9 9 0 ~252 135 113 16 494 0 Queue Length 95th (ft) 153 #650 29 29 0 m#385 m171 m155 37 #631 49 Internal Link Dist (ft) 555 376 458 440 Turn Bay Length (ft) 100 100 300 250 325 325 Base Capacity (vph) 437 635 98 100 267 328 1740 1012 381 1285 713 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 1.16 0.12 0.12 0.03 0.95 0.30 0.38 0.09 1.00 0.38 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 7 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 329 74 26 276 322 199 Future Volume (vph) 329 74 26 276 322 199 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -6% 2% -2% Storage Length (ft) 200 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 100 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1738 1663 1581 1844 1845 1539 Flt Permitted 0.950 0.382 Satd. Flow (perm) 1738 1663 636 1844 1845 1539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 87 234 Link Speed (mph) 25 35 35 Link Distance (ft) 781 1086 511 Travel Time (s) 21.3 21.2 10.0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 7% 0% 13% 2% 4% 6% Adj. Flow (vph) 387 87 31 325 379 234 Shared Lane Traffic (%) Lane Group Flow (vph) 387 87 31 325 379 234 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Left Right Left Right Leading Detector (ft) 30 30 30 30 30 30 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 10.0 10.0 10.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 8 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 20.0 20.0 12.0 20.0 20.0 20.0 Total Split (s) 24.0 24.0 12.0 36.0 24.0 24.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 19.0 19.0 7.0 31.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 16.4 16.4 31.1 31.1 26.5 26.5 Actuated g/C Ratio 0.29 0.29 0.54 0.54 0.46 0.46 v/c Ratio 0.78 0.16 0.07 0.33 0.45 0.28 Control Delay 31.4 5.0 7.5 9.1 15.6 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.4 5.0 7.5 9.1 15.6 3.7 LOS C A A A B A Approach Delay 26.6 9.0 11.1 Approach LOS C A B Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 57.5 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 15.6 Intersection LOS: B Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: 5th & Duchesne
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 9 Queues 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 387 87 31 325 379 234 v/c Ratio 0.78 0.16 0.07 0.33 0.45 0.28 Control Delay 31.4 5.0 7.5 9.1 15.6 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.4 5.0 7.5 9.1 15.6 3.7 Queue Length 50th (ft) 121 0 5 61 74 0 Queue Length 95th (ft) 191 23 15 101 182 35 Internal Link Dist (ft) 701 1006 431 Turn Bay Length (ft) 200 100 100 Base Capacity (vph) 575 609 459 996 849 835 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.14 0.07 0.33 0.45 0.28 Intersection Summary
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 10 Lanes, Volumes, Timings 13: 5th & Olive 04/06/2017
Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 197 10 291 323 19 373 Future Volume (vph) 197 10 291 323 19 373 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Grade (%) 12% -4% 1% Storage Length (ft) 0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.994 0.929 Flt Protected 0.955 0.950 Satd. Flow (prot) 1834 0 1765 0 1796 1783 Flt Permitted 0.955 0.950 Satd. Flow (perm) 1834 0 1765 0 1796 1783 Link Speed (mph) 25 30 35 Link Distance (ft) 584 610 1077 Travel Time (s) 15.9 13.9 21.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 0% 2% 2% 0% 6% Adj. Flow (vph) 219 11 323 359 21 414 Shared Lane Traffic (%) Lane Group Flow (vph) 230 0 682 0 21 414 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 16 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.92 1.08 0.97 0.97 1.01 1.01 Turning Speed (mph) 15 9 9 15 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 11 HCM 2010 AWSC 13: 5th & Olive 04/06/2017
Intersection Intersection Delay, s/veh 39 Intersection LOS E
Movement WBU WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Vol, veh/h 0 197 10 0 291 323 0 19 373 Future Vol, veh/h 0 197 10 0 291 323 0 19 373 Peak Hour Factor 0.92 0.90 0.90 0.92 0.90 0.90 0.92 0.90 0.90 Heavy Vehicles, % 2 5 0 2 2 2 2 0 6 Mvmt Flow 0 219 11 0 323 359 0 21 414 Number of Lanes 0 1 0 0 1 0 0 1 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 2 1 0 HCM Control Delay 15.3 57.4 22.8 HCM LOS C FC
Lane NBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 95% 100% 0% Vol Thru, % 47% 0% 0% 100% Vol Right, % 53% 5% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 614 207 19 373 LT Vol 0 197 19 0 Through Vol 291 0 0 373 RT Vol 323 10 0 0 Lane Flow Rate 682 230 21 414 Geometry Grp 5 2 7 7 Degree of Util (X) 1 0.444 0.039 0.722 Departure Headway (Hd) 5.275 6.945 6.673 6.268 Convergence, Y/N Yes Yes Yes Yes Cap 682 524 541 580 Service Time 3.343 4.919 4.356 3.957 HCM Lane V/C Ratio 1 0.439 0.039 0.714 HCM Control Delay 57.4 15.3 9.6 23.5 HCM Lane LOS F C A C HCM 95th-tile Q 15.9 2.3 0.1 6
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 12 Lanes, Volumes, Timings 36: 94 & Barthel/Drive 1 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 1 11 9 0 87 7 675 1 66 741 14 Future Volume (vph) 21 1 11 9 0 87 7 675 1 66 741 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 175 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.954 0.877 0.997 Flt Protected 0.969 0.995 0.950 0.950 Satd. Flow (prot) 0 1756 0 0 1563 0 1504 3505 0 1687 3523 0 Flt Permitted 0.969 0.995 0.950 0.950 Satd. Flow (perm) 0 1756 0 0 1563 0 1504 3505 0 1687 3523 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 540 169 186 453 Travel Time (s) 14.7 4.6 4.2 10.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 17% 0% 5% 20% 3% 0% 7% 2% 10% Adj. Flow (vph) 26 1 14 11 0 109 9 844 1 83 926 18 Shared Lane Traffic (%) Lane Group Flow (vph) 0 41 0 0 120 0 9 845 0 83 944 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 12 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 29 HCM 2010 TWSC 36: 94 & Barthel/Drive 1 04/06/2017
Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 1 11 9 0 87 7 675 1 66 741 14 Future Vol, veh/h 21 1 11 9 0 87 7 675 1 66 741 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------50 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 17 0 5 20 3 0 7 2 10 Mvmt Flow 26 1 14 11 0 109 9 844 1 83 926 18
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1539 1963 472 1491 1971 423 944 0 0 845 0 0 Stage 1 1100 1100 - 862 862 ------Stage 2 439 863 - 629 1109 ------Critical Hdwy 7.5 6.5 6.9 7.84 6.5 7 4.5 - - 4.24 - - Critical Hdwy Stg 1 6.5 5.5 - 6.84 5.5 ------Critical Hdwy Stg 2 6.5 5.5 - 6.84 5.5 ------Follow-up Hdwy 3.5 4 3.3 3.67 4 3.35 2.4 - - 2.27 - - Pot Cap-1 Maneuver 80 64 544 74 63 571 621 - - 756 - - Stage 1 230 290 - 287 375 ------Stage 2 572 374 - 402 288 ------Platoon blocked, % ---- Mov Cap-1 Maneuver 59 56 544 64 55 571 621 - - 756 - - Mov Cap-2 Maneuver 59 56 - 64 55 ------Stage 1 227 258 - 283 370 ------Stage 2 456 369 - 347 256 ------
Approach EB WB NB SB HCM Control Delay, s 83.6 22.2 0.1 0.8 HCM LOS F C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 621 - - 84 328 756 - - HCM Lane V/C Ratio 0.014 - - 0.491 0.366 0.109 - - HCM Control Delay (s) 10.9 - - 83.6 22.2 10.3 - - HCM Lane LOS B - - F C B - - HCM 95th %tile Q(veh) 0 - - 2.1 1.6 0.4 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 30 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Lane Configurations Traffic Volume (vph) 302 0 416 0 253 531 1270 405 0 0 0 Future Volume (vph) 302 0 416 0 253 531 1270 405 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% -2% Storage Length (ft) 0 0 0 0 350 0 0 0 Storage Lanes 2 1 0 0 1 0 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.91 0.91 1.00 1.00 1.00 Frt 0.850 0.898 Flt Protected 0.950 0.950 0.970 Satd. Flow (prot) 3467 0 1599 0 3178 0 1610 3288 0 0 0 Flt Permitted 0.950 0.950 0.572 Satd. Flow (perm) 3467 0 1599 0 3178 0 1610 1939 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 462 214 Link Speed (mph) 45 30 35 55 Link Distance (ft) 549 453 895 990 Travel Time (s) 8.3 10.3 17.4 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 336 0 462 0 281 590 1411 450 0 0 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 336 0 462 0 871 0 705 1156 0 0 0 Enter Blocked Intersection No No No No No No No No No No No Lane Alignment Left Right Right Left Left Right Left Left Right Left Right Median Width(ft) 24 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 40 16 Two way Left Turn Lane Yes Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Turning Speed (mph) 15 9 9 15 9 15 9 15 9 Number of Detectors 1 0 1 1 1 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm NA Prot NA Protected Phases 3 2 1 6 Permitted Phases 3 Detector Phase 3 3 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 10.0 15.0 Minimum Split (s) 13.0 13.0 20.9 16.0 21.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 31 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Total Split (s) 18.0 18.0 37.0 60.0 97.0 Total Split (%) 15.7% 15.7% 32.2% 52.2% 84.3% Maximum Green (s) 12.0 12.0 31.1 54.0 91.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 1.9 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 5.9 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 Recall Mode None None C-Max Max C-Max Act Effct Green (s) 12.0 12.0 31.1 54.0 91.0 Actuated g/C Ratio 0.10 0.10 0.27 0.47 0.79 v/c Ratio 0.93 0.80 1.00dr 0.93 0.89dl Control Delay 84.3 15.8 39.5 21.7 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 84.3 15.8 39.5 21.7 5.3 LOS F B D C A Approach Delay 44.6 39.5 11.5 Approach LOS D D B Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 103 (90%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 25.9 Intersection LOS: C Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. dr Defacto Right Lane. Recode with 1 though lane as a right lane.
Splits and Phases: 37: 94 & 370 E On Ramp & 370 E Off Ramp
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 32 Queues 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR2 NBT SBL SBT Lane Group Flow (vph) 336 462 871 705 1156 v/c Ratio 0.93 0.80 1.00dr 0.93 0.89dl Control Delay 84.3 15.8 39.5 21.7 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 84.3 15.8 39.5 21.7 5.3 Queue Length 50th (ft) 129 0 251 195 54 Queue Length 95th (ft) #218 #138 #344 m#749 102 Internal Link Dist (ft) 469 373 815 Turn Bay Length (ft) 350 Base Capacity (vph) 361 580 1015 756 1588 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.93 0.80 0.86 0.93 0.73 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. dl Defacto Left Lane. Recode with 1 though lane as a left lane. dr Defacto Right Lane. Recode with 1 though lane as a right lane.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 33 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 579 122 70 485 1553 211 Future Volume (vph) 579 122 70 485 1553 211 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% Storage Length (ft) 0 150 250 0 Storage Lanes 2 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 1599 1770 3539 3539 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 1599 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 115 193 Link Speed (mph) 45 35 35 Link Distance (ft) 283 895 251 Travel Time (s) 4.3 17.4 4.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 643 136 78 539 1726 234 Shared Lane Traffic (%) Lane Group Flow (vph) 643 136 78 539 1726 234 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 48 12 12 Link Offset(ft) 6 0 0 Crosswalk Width(ft) 16 35 20 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 0 1 1 1 0 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 1 6 2 Permitted Phases 4 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 15.0 15.0 15.0 Minimum Split (s) 13.0 13.0 16.0 21.0 20.9 20.9
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 34 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Total Split (s) 31.0 31.0 16.0 84.0 68.0 68.0 Total Split (%) 27.0% 27.0% 13.9% 73.0% 59.1% 59.1% Maximum Green (s) 25.0 25.0 10.0 78.0 62.1 62.1 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.9 1.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 5.9 5.9 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 Recall Mode None None None C-Max C-Max C-Max Act Effct Green (s) 24.4 24.4 10.0 78.6 65.9 65.9 Actuated g/C Ratio 0.21 0.21 0.09 0.68 0.57 0.57 v/c Ratio 0.88 0.32 0.51 0.22 0.85 0.24 Control Delay 57.9 11.8 63.5 0.8 10.6 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 Total Delay 57.9 11.8 63.5 0.8 10.7 0.7 LOS E B E A B A Approach Delay 49.9 8.7 9.5 Approach LOS D A A Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 18.7 Intersection LOS: B Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 38: 94 & 370 W
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 35 Queues 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 643 136 78 539 1726 234 v/c Ratio 0.88 0.32 0.51 0.22 0.85 0.24 Control Delay 57.9 11.8 63.5 0.8 10.6 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 Total Delay 57.9 11.8 63.5 0.8 10.7 0.7 Queue Length 50th (ft) 237 12 42 6 194 0 Queue Length 95th (ft) #326 65 m48 m6 m184 m0 Internal Link Dist (ft) 203 815 171 Turn Bay Length (ft) 150 250 Base Capacity (vph) 753 437 153 2419 2028 989 Starvation Cap Reductn 0 0 0 0 14 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.31 0.51 0.22 0.86 0.24 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 36 Lanes, Volumes, Timings 50: 94 & Little Hills Ind 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 24 0 1065 1740 3 Future Volume (vph) 0 24 0 1065 1740 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -1% 0% 0% Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1280 0 3406 4894 0 Flt Permitted Satd. Flow (perm) 0 1280 0 3406 4894 0 Link Speed (mph) 30 35 35 Link Distance (ft) 438 251 538 Travel Time (s) 10.0 4.9 10.5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 29% 0% 6% 6% 0% Adj. Flow (vph) 0 27 0 1210 1977 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 27 0 1210 1980 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 37 HCM 2010 TWSC 50: 94 & Little Hills Ind 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 24 0 1065 1740 3 Future Vol, veh/h 0 24 0 1065 1740 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % -1 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 29 0 6 6 0 Mvmt Flow 0 27 0 1210 1977 3
Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 990 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 7.58 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 4.19 - - - - Pot Cap-1 Maneuver 0 180 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % --- Mov Cap-1 Maneuver - 180 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------
Approach EB NB SB HCM Control Delay, s 28.5 0 0 HCM LOS D
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 180 - - HCM Lane V/C Ratio - 0.152 - - HCM Control Delay (s) - 28.5 - - HCM Lane LOS - D - - HCM 95th %tile Q(veh) - 0.5 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 AM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 38 Lanes, Volumes, Timings 2: 5th & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 326 301 382 330 279 380 Future Volume (vph) 326 301 382 330 279 380 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -4% 4% 0% Storage Length (ft) 185 0 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.974 0.950 Satd. Flow (prot) 1863 1647 0 1773 1787 1583 Flt Permitted 0.974 0.950 Satd. Flow (perm) 1863 1647 0 1773 1787 1583 Link Speed (mph) 40 40 35 Link Distance (ft) 699 233 708 Travel Time (s) 11.9 4.0 13.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 0% 0% 5% 1% 2% Adj. Flow (vph) 375 346 439 379 321 437 Shared Lane Traffic (%) Lane Group Flow (vph) 375 346 0 818 321 437 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.03 1.03 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 1 HCM 2010 AWSC 2: 5th & Little Hills Expy 04/06/2017
Intersection Intersection Delay, s/veh 142.9 Intersection LOS F
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Vol, veh/h 0 326 301 0 382 330 0 279 380 Future Vol, veh/h 0 326 301 0 382 330 0 279 380 Peak Hour Factor 0.92 0.87 0.87 0.92 0.87 0.87 0.92 0.87 0.87 Heavy Vehicles, % 0 4 0 0 0 5 0 1 2 Mvmt Flow 0 375 346 0 439 379 0 321 437 Number of Lanes 0 1 1 0 0 1 0 1 1 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 2 2 Conflicting Approach Right NB WB Conflicting Lanes Right 2 0 1 HCM Control Delay 30.8 340.1 36.5 HCM LOS D F E
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 Vol Left, % 100% 0% 0% 0% 54% Vol Thru, % 0% 0% 100% 0% 46% Vol Right, % 0% 100% 0% 100% 0% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 279 380 326 301 712 LT Vol 279 0 0 0 382 Through Vol 0 0 326 0 330 RT Vol 0 380 0 301 0 Lane Flow Rate 321 437 375 346 818 Geometry Grp 7 7 7 7 4 Degree of Util (X) 0.723 0.842 0.797 0.662 1.694 Departure Headway (Hd) 9.02 7.785 8.454 7.651 7.452 Convergence, Y/N Yes Yes Yes Yes Yes Cap 404 467 431 474 491 Service Time 6.72 5.485 6.154 5.351 5.476 HCM Lane V/C Ratio 0.795 0.936 0.87 0.73 1.666 HCM Control Delay 32 39.8 37 24.1 340.1 HCM Lane LOS D E E C F HCM 95th-tile Q 5.6 8.4 7.1 4.7 48.1
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 2 Lanes, Volumes, Timings 4: Little Hills Ind & Little Hills Expy 04/06/2017
Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 698 9 3 701 11 7 Future Volume (vph) 698 9 3 701 11 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -5% 6% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.949 Flt Protected 0.970 Satd. Flow (prot) 1873 1452 0 1807 1537 0 Flt Permitted 0.970 Satd. Flow (perm) 1873 1452 0 1807 1537 0 Link Speed (mph) 40 40 30 Link Distance (ft) 233 866 196 Travel Time (s) 4.0 14.8 4.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 14% 0% 2% 25% 0% Adj. Flow (vph) 802 10 3 806 13 8 Shared Lane Traffic (%) Lane Group Flow (vph) 802 10 0 809 21 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.97 1.04 1.04 0.98 0.98 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 3 HCM 2010 TWSC 4: Little Hills Ind & Little Hills Expy 04/06/2017
Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 698 9 3 701 11 7 Future Vol, veh/h 698 9 3 701 11 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -5 - - 6 -3 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 14 0 2 25 0 Mvmt Flow 802 10 3 806 13 8
Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 802 0 1615 802 Stage 1 - - - - 802 - Stage 2 - - - - 813 - Critical Hdwy - - 4.1 - 6.05 5.9 Critical Hdwy Stg 1 - - - - 5.05 - Critical Hdwy Stg 2 - - - - 5.05 - Follow-up Hdwy - - 2.2 - 3.725 3.3 Pot Cap-1 Maneuver - - 830 - 132 414 Stage 1 - - - - 462 - Stage 2 - - - - 457 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 830 - 131 414 Mov Cap-2 Maneuver - - - - 131 - Stage 1 - - - - 462 - Stage 2 - - - - 454 -
Approach EB WB NB HCM Control Delay, s 0 0 27.9 HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 178 - - 830 - HCM Lane V/C Ratio 0.116 - - 0.004 - HCM Control Delay (s) 27.9 - - 9.4 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 0.4 - - 0 -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 4 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 287 0 449 302 44 14 432 1021 4 1 568 280 Future Volume (vph) 287 0 449 302 44 14 432 1021 4 1 568 280 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 100 300 250 325 325 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 50 25 75 100 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.964 0.950 0.950 Satd. Flow (prot) 1752 1553 0 1715 1740 1615 1736 3505 1615 1805 3539 1599 Flt Permitted 0.950 0.950 0.964 0.169 0.251 Satd. Flow (perm) 1752 1553 0 1715 1740 1615 309 3505 1615 477 3539 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 500 207 150 311 Link Speed (mph) 40 40 35 35 Link Distance (ft) 635 456 538 520 Travel Time (s) 10.8 7.8 10.5 10.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 4% 0% 0% 0% 4% 3% 0% 0% 2% 1% Adj. Flow (vph) 319 0 499 336 49 16 480 1134 4 1 631 311 Shared Lane Traffic (%) 43% Lane Group Flow (vph) 319 499 0 192 193 16 480 1134 4 1 631 311 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 20 20 20 20 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 0 1 1 0 1 1 0 Detector Template Left Left Left Left Leading Detector (ft) 30 30 30 30 0 30 30 0 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 20 30 30 20 30 30 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 1 6 5 2 Permitted Phases 8 6 6 2 2 Detector Phase 4 4 8 8 8 1 6 6 5 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.0 14.0 14.0 14.0 14.0 13.0 15.5 15.5 12.4 15.4 15.4
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 5 Lanes, Volumes, Timings 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 18.0 18.0 18.0 31.0 48.6 48.6 12.4 30.0 30.0 Total Split (%) 24.8% 24.8% 17.1% 17.1% 17.1% 29.5% 46.3% 46.3% 11.8% 28.6% 28.6% Maximum Green (s) 20.0 20.0 12.0 12.0 12.0 25.0 43.1 43.1 7.0 24.6 24.6 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.4 1.4 1.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 5.5 5.5 5.4 5.4 5.4 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 5.0 5.0 4.0 4.0 4.0 4.0 5.0 5.0 4.0 5.0 5.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Act Effct Green (s) 20.0 20.0 12.0 12.0 12.0 52.5 53.0 53.0 24.6 24.6 24.6 Actuated g/C Ratio 0.19 0.19 0.11 0.11 0.11 0.50 0.50 0.50 0.23 0.23 0.23 v/c Ratio 0.96 0.71 0.98 0.97 0.04 0.97 0.64 0.00 0.01 0.76 0.51 Control Delay 83.1 9.8 107.1 105.6 0.2 42.7 11.9 0.0 31.0 44.4 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 83.1 9.8 107.1 105.6 0.2 42.7 11.9 0.0 31.0 44.4 7.0 LOS F A F F A D B A C D A Approach Delay 38.4 102.1 21.0 32.0 Approach LOS D F C C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 96 (91%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 36.1 Intersection LOS: D Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 5: 94 & Little Hills Expy/Boeing
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 6 Queues 5: 94 & Little Hills Expy/Boeing 04/06/2017
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 319 499 192 193 16 480 1134 4 1 631 311 v/c Ratio 0.96 0.71 0.98 0.97 0.04 0.97 0.64 0.00 0.01 0.76 0.51 Control Delay 83.1 9.8 107.1 105.6 0.2 42.7 11.9 0.0 31.0 44.4 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 83.1 9.8 107.1 105.6 0.2 42.7 11.9 0.0 31.0 44.4 7.0 Queue Length 50th (ft) 214 0 137 137 0 205 237 0 1 208 0 Queue Length 95th (ft) #386 99 #288 #287 0 m#361 m401 m0 5 274 69 Internal Link Dist (ft) 555 376 458 440 Turn Bay Length (ft) 100 100 300 250 325 325 Base Capacity (vph) 333 700 196 198 367 494 1769 889 200 829 612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.71 0.98 0.97 0.04 0.97 0.64 0.00 0.01 0.76 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 7 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 223 27 64 436 359 315 Future Volume (vph) 223 27 64 436 359 315 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -6% 2% -2% Storage Length (ft) 200 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 100 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1859 1386 1787 1862 1919 1631 Flt Permitted 0.950 0.393 Satd. Flow (perm) 1859 1386 739 1862 1919 1631 Right Turn on Red Yes Yes Satd. Flow (RTOR) 29 342 Link Speed (mph) 25 35 35 Link Distance (ft) 781 1086 511 Travel Time (s) 21.3 21.2 10.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 20% 0% 1% 0% 0% Adj. Flow (vph) 242 29 70 474 390 342 Shared Lane Traffic (%) Lane Group Flow (vph) 242 29 70 474 390 342 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Left Right Left Right Leading Detector (ft) 30 30 30 30 30 30 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm pm+pt NA NA Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 10.0 10.0 10.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 8 Lanes, Volumes, Timings 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 20.0 20.0 12.0 20.0 20.0 20.0 Total Split (s) 20.0 20.0 12.0 40.0 28.0 28.0 Total Split (%) 33.3% 33.3% 20.0% 66.7% 46.7% 46.7% Maximum Green (s) 15.0 15.0 7.0 35.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 12.0 12.0 35.1 35.1 28.1 28.1 Actuated g/C Ratio 0.21 0.21 0.61 0.61 0.49 0.49 v/c Ratio 0.62 0.09 0.12 0.41 0.41 0.35 Control Delay 27.8 8.4 5.7 7.6 13.6 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.8 8.4 5.7 7.6 13.6 3.0 LOS C A A A B A Approach Delay 25.7 7.4 8.6 Approach LOS C A A Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 57.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: 5th & Duchesne
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 9 Queues 9: 5th & Duchesne 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 242 29 70 474 390 342 v/c Ratio 0.62 0.09 0.12 0.41 0.41 0.35 Control Delay 27.8 8.4 5.7 7.6 13.6 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.8 8.4 5.7 7.6 13.6 3.0 Queue Length 50th (ft) 75 0 8 74 97 0 Queue Length 95th (ft) 136 17 23 140 178 43 Internal Link Dist (ft) 701 1006 431 Turn Bay Length (ft) 200 100 100 Base Capacity (vph) 489 386 582 1143 944 976 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.08 0.12 0.41 0.41 0.35 Intersection Summary
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 10 Lanes, Volumes, Timings 13: 5th & Olive 04/06/2017
Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 402 23 479 184 9 373 Future Volume (vph) 402 23 479 184 9 373 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Grade (%) 12% -4% 1% Storage Length (ft) 0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.963 Flt Protected 0.955 0.950 Satd. Flow (prot) 1920 0 1835 0 1796 1890 Flt Permitted 0.955 0.950 Satd. Flow (perm) 1920 0 1835 0 1796 1890 Link Speed (mph) 25 30 35 Link Distance (ft) 584 610 1077 Travel Time (s) 15.9 13.9 21.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 2% 1% 0% 0% Adj. Flow (vph) 428 24 510 196 10 397 Shared Lane Traffic (%) Lane Group Flow (vph) 452 0 706 0 10 397 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 16 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.92 1.08 0.97 0.97 1.01 1.01 Turning Speed (mph) 15 9 9 15 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 11 HCM 2010 AWSC 13: 5th & Olive 04/06/2017
Intersection Intersection Delay, s/veh 92.2 Intersection LOS F
Movement WBU WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Vol, veh/h 0 402 23 0 479 184 0 9 373 Future Vol, veh/h 0 402 23 0 479 184 0 9 373 Peak Hour Factor 0.92 0.94 0.94 0.92 0.94 0.94 0.92 0.94 0.94 Heavy Vehicles, % 0 0 0 0 2 1 0 0 0 Mvmt Flow 0 428 24 0 510 196 0 10 397 Number of Lanes 0 1 0 0 1 0 0 1 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 2 1 0 HCM Control Delay 42.2 157.8 33.9 HCM LOS E FD
Lane NBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 0% 95% 100% 0% Vol Thru, % 72% 0% 0% 100% Vol Right, % 28% 5% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 663 425 9 373 LT Vol 0 402 9 0 Through Vol 479 0 0 373 RT Vol 184 23 0 0 Lane Flow Rate 705 452 10 397 Geometry Grp 5 2 7 7 Degree of Util (X) 1.273 0.868 0.021 0.797 Departure Headway (Hd) 6.498 7.417 8.229 7.712 Convergence, Y/N Yes Yes Yes Yes Cap 557 493 438 472 Service Time 4.558 5.417 5.929 5.412 HCM Lane V/C Ratio 1.266 0.917 0.023 0.841 HCM Control Delay 157.8 42.2 11.1 34.4 HCM Lane LOS F E B D HCM 95th-tile Q 28.1 9.2 0.1 7.3
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 12 Lanes, Volumes, Timings 36: 94 & Barthel/Drive 1 04/06/2017
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 7 16 4 7 66 19 745 3 64 888 36 Future Volume (vph) 24 7 16 4 7 66 19 745 3 64 888 36 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 50 0 175 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.954 0.884 0.999 0.994 Flt Protected 0.975 0.997 0.950 0.950 Satd. Flow (prot) 0 1767 0 0 1646 0 1805 3571 0 1805 3554 0 Flt Permitted 0.975 0.997 0.950 0.950 Satd. Flow (perm) 0 1767 0 0 1646 0 1805 3571 0 1805 3554 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 540 169 186 453 Travel Time (s) 14.7 4.6 4.2 10.3 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 2% 0% 1% 0% 0% 1% 0% Adj. Flow (vph) 29 8 19 5 8 79 23 887 4 76 1057 43 Shared Lane Traffic (%) Lane Group Flow (vph) 0 56 0 0 92 0 23 891 0 76 1100 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 12 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 29 HCM 2010 TWSC 36: 94 & Barthel/Drive 1 04/06/2017
Intersection Int Delay, s/veh 7.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 7 16 4 7 66 19 745 3 64 888 36 Future Vol, veh/h 24 7 16 4 7 66 19 745 3 64 888 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------50 - - 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 0 0 0 0 0 2 0 1 0 0 1 0 Mvmt Flow 29 8 19 5 8 79 23 887 4 76 1057 43
Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1724 2167 550 1619 2186 445 1100 0 0 890 0 0 Stage 1 1231 1231 - 934 934 ------Stage 2 493 936 - 685 1252 ------Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.94 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------Follow-up Hdwy 3.5 4 3.3 3.5 4 3.32 2.2 - - 2.2 - - Pot Cap-1 Maneuver 58 48 484 70 46 561 642 - - 770 - - Stage 1 191 252 - 290 347 ------Stage 2 532 346 - 409 246 ------Platoon blocked, % ---- Mov Cap-1 Maneuver 38 42 484 51 40 561 642 - - 770 - - Mov Cap-2 Maneuver 38 42 - 51 40 ------Stage 1 184 227 - 280 335 ------Stage 2 430 334 - 341 222 ------
Approach EB WB NB SB HCM Control Delay, s 231.1 35.3 0.3 0.7 HCM LOS F E
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 642 - - 57 208 770 - - HCM Lane V/C Ratio 0.035 - - 0.982 0.441 0.099 - - HCM Control Delay (s) 10.8 - - 231.1 35.3 10.2 - - HCM Lane LOS B - - F E B - - HCM 95th %tile Q(veh) 0.1 - - 4.5 2.1 0.3 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 30 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Lane Configurations Traffic Volume (vph) 179 0 146 0 490 345 679 842 0 0 0 Future Volume (vph) 179 0 146 0 490 345 679 842 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% -2% Storage Length (ft) 0 0 0 0 350 0 0 0 Storage Lanes 2 1 0 0 1 0 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.91 0.91 1.00 1.00 1.00 Frt 0.850 0.938 Flt Protected 0.950 0.950 0.991 Satd. Flow (prot) 3467 0 1599 0 3320 0 1610 3360 0 0 0 Flt Permitted 0.950 0.950 0.526 Satd. Flow (perm) 3467 0 1599 0 3320 0 1610 1783 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 162 180 Link Speed (mph) 45 30 35 55 Link Distance (ft) 549 453 895 990 Travel Time (s) 8.3 10.3 17.4 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 0% 2% 0% 2% 2% 2% 2% 0% 0% 0% Adj. Flow (vph) 199 0 162 0 544 383 754 936 0 0 0 Shared Lane Traffic (%) 27% Lane Group Flow (vph) 199 0 162 0 927 0 550 1140 0 0 0 Enter Blocked Intersection No No No No No No No No No No No Lane Alignment Left Right Right Left Left Right Left Left Right Left Right Median Width(ft) 24 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 40 16 Two way Left Turn Lane Yes Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Turning Speed (mph) 15 9 9 15 9 15 9 15 9 Number of Detectors 1 0 1 1 1 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm NA Prot NA Protected Phases 3 2 1 6 Permitted Phases 3 Detector Phase 3 3 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 10.0 15.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 31 Lanes, Volumes, Timings 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR EBR2 NBL NBT NBR SBL SBT SBR NWL NWR Minimum Split (s) 13.0 13.0 20.9 16.0 21.0 Total Split (s) 14.0 14.0 40.0 51.0 91.0 Total Split (%) 13.3% 13.3% 38.1% 48.6% 86.7% Maximum Green (s) 8.0 8.0 34.1 45.0 85.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 1.9 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 5.9 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 Recall Mode None None C-Max None C-Max Act Effct Green (s) 8.0 8.0 34.1 45.0 45.0 Actuated g/C Ratio 0.08 0.08 0.32 0.43 0.43 v/c Ratio 0.75 0.60 0.77 0.80 0.79 Control Delay 66.2 17.3 30.6 17.1 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 66.2 17.3 30.6 17.1 13.9 LOS E B C B B Approach Delay 44.2 30.6 15.0 Approach LOS D C B Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 69 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 23.4 Intersection LOS: C Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 37: 94 & 370 E On Ramp & 370 E Off Ramp
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 32 Queues 37: 94 & 370 E On Ramp & 370 E Off Ramp 04/06/2017
Lane Group EBL EBR2 NBT SBL SBT Lane Group Flow (vph) 199 162 927 550 1140 v/c Ratio 0.75 0.60 0.77 0.80 0.79 Control Delay 66.2 17.3 30.6 17.1 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 66.2 17.3 30.6 17.1 13.9 Queue Length 50th (ft) 68 0 240 129 134 Queue Length 95th (ft) #122 64 319 m162 m163 Internal Link Dist (ft) 469 373 815 Turn Bay Length (ft) 350 Base Capacity (vph) 264 271 1199 690 1440 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.60 0.77 0.80 0.79 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 33 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1057 582 270 400 939 411 Future Volume (vph) 1057 582 270 400 939 411 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 0% 0% Storage Length (ft) 0 150 250 0 Storage Lanes 2 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 1599 1770 3539 3539 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 1599 1770 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 391 457 Link Speed (mph) 45 35 35 Link Distance (ft) 283 895 251 Travel Time (s) 4.3 17.4 4.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 1174 647 300 444 1043 457 Shared Lane Traffic (%) Lane Group Flow (vph) 1174 647 300 444 1043 457 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 48 12 12 Link Offset(ft) 6 0 0 Crosswalk Width(ft) 16 35 20 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 0 1 1 1 0 Detector Template Left Left Leading Detector (ft) 30 0 30 30 30 0 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 30 30 30 30 30 30 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot NA NA Perm Protected Phases 4 1 6 2 Permitted Phases 4 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 15.0 15.0 15.0
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 34 Lanes, Volumes, Timings 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 13.0 13.0 16.0 21.0 28.0 28.0 Total Split (s) 42.0 42.0 24.0 63.0 39.0 39.0 Total Split (%) 40.0% 40.0% 22.9% 60.0% 37.1% 37.1% Maximum Green (s) 36.0 36.0 18.0 57.0 33.1 33.1 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.9 1.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 5.9 5.9 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 Recall Mode None None None C-Max C-Max C-Max Act Effct Green (s) 36.0 36.0 18.0 57.0 33.1 33.1 Actuated g/C Ratio 0.34 0.34 0.17 0.54 0.32 0.32 v/c Ratio 0.99 0.80 0.99 0.23 0.94 0.56 Control Delay 58.4 20.8 77.1 3.7 36.1 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.4 20.8 77.1 3.7 36.1 4.8 LOS E C E A D A Approach Delay 45.1 33.3 26.5 Approach LOS D C C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 104 (99%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 36.1 Intersection LOS: D Intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 38: 94 & 370 W
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 35 Queues 38: 94 & 370 W 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 1174 647 300 444 1043 457 v/c Ratio 0.99 0.80 0.99 0.23 0.94 0.56 Control Delay 58.4 20.8 77.1 3.7 36.1 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.4 20.8 77.1 3.7 36.1 4.8 Queue Length 50th (ft) 400 161 159 55 299 41 Queue Length 95th (ft) #549 330 m#328 m55 m#458 m68 Internal Link Dist (ft) 203 815 171 Turn Bay Length (ft) 150 250 Base Capacity (vph) 1188 805 303 1921 1115 811 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.99 0.80 0.99 0.23 0.94 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 36 Lanes, Volumes, Timings 50: 94 & Little Hills Ind 04/06/2017
Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 37 0 1457 1313 6 Future Volume (vph) 0 37 0 1457 1313 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -1% 0% 0% Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91 Frt 0.865 0.999 Flt Protected Satd. Flow (prot) 0 1652 0 3539 5075 0 Flt Permitted Satd. Flow (perm) 0 1652 0 3539 5075 0 Link Speed (mph) 30 35 35 Link Distance (ft) 438 251 538 Travel Time (s) 10.0 4.9 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 0% 0% 2% 2% 25% Adj. Flow (vph) 0 41 0 1619 1459 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 41 0 1619 1466 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 37 HCM 2010 TWSC 50: 94 & Little Hills Ind 04/06/2017
Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 37 0 1457 1313 6 Future Vol, veh/h 0 37 0 1457 1313 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % -1 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 2 2 25 Mvmt Flow 0 41 0 1619 1459 7
Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 733 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 7 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.9 - - - - Pot Cap-1 Maneuver 0 322 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % --- Mov Cap-1 Maneuver - 322 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------
Approach EB NB SB HCM Control Delay, s 17.8 0 0 HCM LOS C
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 322 - - HCM Lane V/C Ratio - 0.128 - - HCM Control Delay (s) - 17.8 - - HCM Lane LOS - C - - HCM 95th %tile Q(veh) - 0.4 - -
370 Mel Wetter - No-Build w/Duchesne Link & Homes 09/15/2016 2040 PM Peak Hour Synchro 9 Report M. Huebbe, P.E. - EFK Moen, LLC Page 38 Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix C: Alternatives A & B 2040 AM & 2040 PM Traffic Volume Maps
01/12/18 Map - 370 Mel Wetter - Alternate A - 2 2040 AM Peak Hour Volumes
4
9
L it tle H i lls E xp y
3 70 W O n #2
Lit tle Hil 3 ls 4 7 Exp 0 y 9 3 E 70 O W 176 0 8 f 3 441 3 f O 1 9
2 n 1 34 2 #2 120 72 132 250 7 4 1 1 2 9 Little Hills Expy 2 6 2 2 20 09 355 13 Little Hills Expy 136 0 8 7 3 1 0 1 53 Boeing 2 2 7 3 2 9 8 166 7 1 1 0 0
E
4 5 O 6 5 5 f 3 4 f 3 3 8 8 4 6 34 1 4 18 0 9 8 14 2 9 09 3 3
7 1 4 0 W 3 8 9 3 1 7 6 O 1 4 8 3 u Little 1 70 te Hills Ind E r O n 355 24
8
9 9 5 3 1 4 1 1 209 8 4
9 h t 1 5 49 370 209 W On #1
3 p 70 E m a 552 430 O R u 3 t 7 f 12 e 0 f 2 r 0 W O 4 7 O 1 u W 4 te r 0 7 3
3 55 49 6 3 70 5 E t O h n #1 370 W Off 552 149
4
9
4 1 7 9 3 9 2 2 7 6 6 9 32 74 3 5 7 5 0 0 1 4 E 9 O u ne te es r ch Du 23 26 1 5
5 t h
3 3 1 7 4 5 0 3 9 E 2 5 On #2
0
4 9 6 87 B 1 a 5 r 6 thel 0 9 21 1
7 5 1
11 7 5
6 0
6 7 16 29
6 3
6 6
6
4
9
5
t h
4
9
4
9
6 6
4 4
1 0 4
Tecumseh
3 00 13
6 4 Tec 7 7 0 um 0 seh 1 6 d 1 r 43 3 9 h
h t t 4 9 5 2 T 9 ec 6 um seh
d n 2
d r 3
4
2 9
5 1
h t 10 4 46
3 d 5 r 3 2 d 1 3 n 7 1 3 2
9 2
2 3 O live 3 332 0 4
h t Oliv 0 5 e 309 6 6 17 7 2 4 1 6 Oli 0 ve 0 7 6 7 1 0 h t 0 4 9 O 9 liv 7 e 9 4 d 2 r 3
R 7 an 8 6 d 9 o 2 d lp 2 h n 2 1 4 39 32 1 0 72
7 R 2 1 an 0 1 do 2 lph
©2014 Microsoft Corporation AND ©2013 Nokia M. Huebbe, P.E. - EFK Moen, LLC 04/10/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\Alt-A\2040-AM-Alt-A-2.syn Map - 370 Mel Wetter - Alternate A - 2 2040 PM Peak Hour Volume Balance Between Intersections
9
L it tle H i lls E xp y
3 70 W O n #2
Lit tle Hil 3 ls 4 7 Exp 0 y 9 3 E 70 O W 162 0 f 8 401 8 f O 6
2 n 5 # 64 1 2 1 161 83 0 212 384 14 2 0 3 44 1 1 0 + Little Hills Expy 1 4 1 -52 1 5 302 42 339 9 Little Hills Expy +31287 7 0 9 1 B 0 9 0 0 2 0 oeing 7 5 1 5 3 0 0 2 8 4 90 7 1 6 1 7 0 1
E 0 0 5 1 O 0 4 1 2
f 1 f 0 0 0 9 0 1 5 0 6 0 22 1 4
0 9 8 0 9 0 27 5 1 42 0 3 7 4 0 2 0 W 5 9 1 6 3 0 4 0 O 9 5 2 3 u Little 1 70 te Hills Ind E 0 r O n 0 220 37
2 9 0 7 1 4 2 7 1 54 0 1 2 4
9
h 0 t 27 5 1 0 370 542 0 W On # 1 0 0 3 0 p 70 0 E m a 368 786 O R 1 u 3 t 7 f 58 e 0 0 f 0 2 r 0 W O 4 7 5 O 2 u W 3 0te r 0 0 7 3
2 20 21 4 3 70 5 E t h O n 1 0 #1 370 W Off - + 9 1368 271
4
9
4 3 2 1 4 5 0 4 6 3 4 6 3 22 27 3 2 7 9 4 0 5 8 E 4 O 0 u ne te es r ch Du 13 3 81 - 2
5 t h 0
0 3 5
4 7 9 0 4 9 E 4 3 O 0 n #2
3
6 2 4 66 B 3 a 8 rt 6 hel 7 4 24 7
0 9 5 3
1 16 4 9
5 7 - 2
8 9 6 46
1 0
6 5
7
40
+
4
9
5
t h
4
9
4
9
4 5
6
5
5 6
-
4 0 3
Tecumseh
0 54 2 2
-154 5
4 2 2 + Tec +5 3 6 2 um 6 9 seh 2 1 d 0 6 r 34 3 5 h
h t t 4 9 5 5 T 4 ec 5 u ms 9 eh 1 +
4 d
- n 2
d r 3
8
3
4 9
h t 4 23 1 2 337 -
+ 8 6 4 d 2 r 3 2 d 1 1 3 n 1 9 4 0 2
7 8 3
4 1 O + live 10 1 26 + 192 7 3 11 3 +7
-
h -1 t Oliv 4 7 5 e 166 23 3 2 23 1 5 + 3 9 9 + 1 Oli 2 1 3 ve 1 1 9 4 1 1 h 1 t 3 4 14 O 7 liv 5 e 1 6 d 5 r 3
R 7 an 7 3 d 0 5 o 4 d lp 3 + h n 2 6 4 33 15 7 0 39 R 7 an 7 5 do 7 lph 2
©2014 Microsoft Corporation AND ©2013 Nokia h t M. Huebbe, P.E. - EFK Moen, LLC 5 04/10/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\Alt-A\2040-PM-Alt-A-2.syn Map - 370 Mel Wetter - Alternate B - 2 2040 AM Peak Hour Volumes
9
L it tle H i lls E xp y
3 70 W O n #2
3 1 4 7 20 0 3 13 9 E 70 2 O W 1 0 7 8 f 6 3 O 2 3 f 5 1 47 0 9 n 2 5 1 1 2 #2 355 13 7 4 72 1 9 4 Little Hills 2 6 3 292 Expy 2 3 7 192 2 5 20 2 Little H 09 ills Expy
1 136 0 53 Boeing 3 166 7 71 0 0
E 7 8 8 3 4 5 O 3 6 5 5 f 41 3 4 f 3 3 48 8 34 16 4 18 0 9 8 14 2 9 09 3 3 7 1 4 0 W 3 8 9 3 1 7 6 O 1 4 8 3 u Little 1 70 te Hills Ind E r O n 355 24
8
9 9 5 3 1 4 1 1 209 8 4
9 h t 1 5 49 370 209 W On #1
3 p 70 E m a 552 430 O R u 3 t 7 f 12 e 0 f 2 r 0 W O 4 7 O 1 u W 4 te r 0 7 3
3 55 49 6 3 70 5 E t O h n #1 370 W Off 552 149
4
9
4 1 7 9 3 9 2 2 7 6 6 9 32 74 3 5 7 5 0 0 1 4 E 9 O u ne te es r ch Du 23 26 1 5
5 t h
3 3 1 7 4 5 0 3 9 E 2 5 On #2
0
4 9 6 87 B 1 a 5 r 6 thel 0 9 21 1
7 5 1
11 7 5
6 0
6 7 16 29
6 3
6 6
6
4
9
5
t h
4
9
4
9
6 6
4 4
1 0 4
Tecumseh
3 00 13
6 4 Tec 7 7 0 um 0 seh 1 6 d 1 r 43 3 9 h
h t t 4 9 5 2 T 9 ec 6 um seh
d n 2
d r 3
4
2 9
5 1
h t 10 4 46
3 d 5 r 3 2 d 1 3 n 7 1 3 2
9 2
2 3 O live 3 332 0 4
h t Oliv 0 5 e 309 6 6 17 7 2 4 1 6 Oli 0 ve 0 7 6 7 1 0 h t 0 4 9 O 9 liv 7 e 9 4 d 2 r 3
R 7 an 8 6 d 9 o 2 d lp 2 h n 2 1 4 39 32 1 0 72
7 R 2 1 an 0 1 do 2 lph
©2014 Microsoft Corporation AND ©2013 Nokia h t M. Huebbe, P.E. - EFK Moen, LLC 04/10/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\Alt-A\2040-AM-Alt-B-2.syn Map - 370 Mel Wetter - Alternate B - 2 2040 PM Peak Hour Volumes
L it tle H i lls E xp y
3 70 W O n #2
3 1 4 7 83 0 3 21 9 E 70 2 O W 1 6 0 f 2 8 O 3 8 f 46 84 6 n 2 5 5 3 1 #2 339 9 14 2 161 4 1 4 Little Hills 4 1 4 3 404 Expy 1 6 1 185 1 6 302 5 Little H 42 ills Expy
1 287 1 7 0 Boeing 3 1 90 7 25 0 0
E 1 7 46 9 5 1 O 4 4 1 2
f 46 1 f 0 9 1 65 0 22 10 4
0 9 89 27 5 1 42 3 7 4 2 0 W 5 9 1 6 3 0 4 O 9 5 2 3 u Little 1 70 te Hills Ind E r O n 220 37
2 9 0 7 1 4 2 7 54 1 1 2 4
9 h t 27 5 1 370 542 W On #1
3 p 70 E m a 368 786 O R 1 u 3 t 7 f 58 e 0 f 2 r 0 W O 4 7 5 O 2 u W 3 te r 0 7 3
2 20 21 4 3 70 5 E t O h n #1 370 W Off 1368 271
4
9
4 3 2 1 4 5 4 6 3 4 6 3 22 27 3 2 7 9 4 0 5 8 E 4 O u ne te es r ch Du 13 3 81
5 t h
0 3 5
4 7 9 0 4 9 E 4 3 On #2
3
6 2 4 66 B 3 a 8 rt 6 hel 7 4 24 7
9 5 3
1 16 4 9
7 2
8 9 6 46
1 0
6 5
7
4
9
5
t h
4
9
4
9
4
6
5
5
4 0 3
Tecumseh
5 42 24
4 2 Tec 3 6 2 um 6 9 seh 2 1 d 0 6 r 34 3 5 h
h t t 4 9 5 5 T 4 ec 5 um seh
d n 2
d r 3
8
3
4 9
h t 23 4 337
8 4 d 2 r 3 2 d 1 1 3 n 1 9 4 2
7 8
4 1 O live 26 192 7 11
h t Oliv 7 5 e 166 23 3 2 23 1 5 3 9 1 Oli 1 3 ve 1 1 9 4 1 1 h 1 t 3 4 14 O 7 liv 5 e 1 6 d 5 r 3
R 7 an 7 3 d 0 o 4 d lp 3 h n 2 6 4 33 15 7 0 39 R 7 an 7 5 do 7 lph 2
h t 5
©2014 Microsoft Corporation AND ©2013 Nokia M. Huebbe, P.E. - EFK Moen, LLC 04/10/2017 Z:\16045 Hwy 370 Mel Wetter Pkwy Interchange\Traffic\Synchro\Alt-A\2040-PM-Alt-B-2.syn Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix D:
Conceptual Costs
01/12/18 MO-370/Route 94/Mel Wetter Parkway Conceptual Cost September 1, 2017
Pav't/Base Pav't/Base Bridge Walls Earthwork Misc. Mobil/Removals Total S.Y. Cost Cost Cost Cost Cost* Etc.** ($55/s.y.) ($55/s.f.) Alternative A 40000 $2,200,000 $0 $3,685,000 $780,000 $298,000 $696,300 $7,659,300
MO-370/Route 94 Interchange Improvements with Traffic Control $185,000 Roundabout and 1 Traffic Signal along Mel Wetter Parkway Signals (1) $175,000 ITS $200,000 Lighting (25) $250,000 Signing $400,000 Striping $55,000 EFKsMoen, LLC Utilities $75,000 25% Contingency $2,249,825 Construction Total $11,249,125
PE*** $1,122,421 CE, 7% $787,439 R/W $382,500 * Misc. Costs including Guardrail, Curb and Gutters, Culverts, etc., (not including walls or bridges) ** 10% of Costs, Not Including Bridges Grand Total $13,541,485 R/W Estimated @ $15/Sq.Ft Requires Significant walls to provide access to parcels south of Route 94 ***Est. @ 9% Constr Cost (excludes R/W) Plus $15K for Survey, $30K for Geotech, $30K for CE Clearance, $35K for Noise Study MO-370/Route 94/Mel Wetter Parkway Conceptual Cost September 1, 2017
Pav't/Base Pav't/Base Bridge Walls Earthwork Misc. Mobil. R.of I. Total S.Y. Cost Cost Cost Cost Cost* Etc.** ($55/s.y.) ($55/s.f.) Alternative A 6400 $352,000 $0 $0 $155,000 $50,700 $55,770 $613,470 . Phase 1, Build Roundabout Traffic Control $20,000 Relocate Little Hills Expressway Signals $0 ITS $0 Lighting (3) $30,000 Signing $17,000 Striping $6,000 EFKsMoen, LLC Utilities $5,000 25% Contingency $172,868 Construction Total $864,338
PE*** $93,790 CE, 7% $60,504 R/W $0 * Misc. Costs including Guardrail, Curb and Gutters, Culverts, etc., (not including walls or bridges) ** 10% of Costs, Not Including Bridges Grand Total $1,018,632 R/W Estimated @ $15/Sq.Ft Requires Significant walls to provide access to parcels south of Route 94 ***Est. @ 9% Constr Cost (excludes R/W) Plus $5K for Survey, $6K for Geotech, $5K for CE Clearance, $0K for Noise Study MO-370/Route 94/Mel Wetter Parkway Conceptual Cost September 1, 2017
Pav't/Base Pav't/Base Bridge Walls Earthwork Misc. Mobil. R.of I. Total S.Y. Cost Cost Cost Cost Cost* Etc.** ($55/s.y.) ($55/s.f.) Alternative A 18345 $1,008,975 $0 $1,870,000 $315,000 $132,397.50 $332,637 $3,659,010 . Phase 2, West Bound CD System Traffic Control $90,000 Signals $0 ITS $200,000 Lighting (10) $100,000 Signing $215,000 Striping $30,000 EFKsMoen, LLC Utilities $70,000 25% Contingency $1,091,002 Construction Total $5,455,012
PE*** $540,951 CE, 7% $381,851 R/W $382,500 * Misc. Costs including Guardrail, Curb and Gutters, Culverts, etc., (not including walls or bridges) ** 10% of Costs, Not Including Bridges Grand Total $6,760,314 R/W Estimated @ $15/Sq.Ft Requires Significant walls to provide access to parcels south of Route 94 ***Est. @ 9% Constr Cost (excludes R/W) Plus $10K for Survey, $20K for Geotech, $15K for CE Clearance, $5K for Noise Study MO-370/Route 94/Mel Wetter Parkway Conceptual Cost September 1, 2017
Pav't/Base Pav't/Base Bridge Walls Earthwork Misc. Mobil. R.of I. Total S.Y. Cost Cost Cost Cost Cost* Etc.** ($55/s.y.) ($55/s.f.) Alternative B 39500 $2,172,500 $0 $3,492,500 $750,000 $292,250.00 $670,725 $7,377,975 . MO-370/Route 94 Interchange Improvements with Traffic Control $165,000 3 Traffic Signals along Mel Wetter Parkway Signals (3) $525,000 ITS $200,000 Lighting (20) $200,000 Signing $350,000 Striping $50,000.00 EFKsMoen, LLC Utilities $75,000.00 25% Contingency $2,235,744 Construction Total $11,178,719
PE*** $1,116,085 CE, 7% $782,510 R/W $270,000 * Misc. Costs including Guardrail, Curb and Gutters, Culverts, etc., (not including walls or bridges) ** 10% of Costs, Not Including Bridges Grand Total $13,347,314 R/W Estimated @ $15/Sq.Ft Requires Reconstruction of 1600' Route 94 and 800' of Muegge to make grades acceptable ***Est. @ 9% Constr Cost (excludes R/W) Plus $15K for Survey, $30K for Geotech, $30K for CE Clearance, $35K for Noise Study MO-370/Route 94/Mel Wetter Parkway Conceptual Cost September 1, 2017
Pav't/Base Pav't/Base Bridge Walls Earthwork Misc. Mobil. R.of I. Total S.Y. Cost Cost Cost Cost Cost* Etc.** ($55/s.y.) ($55/s.f.) Alternative B 5600 $308,000 $0 $0 $70,000 $37,800 $41,580 $457,380 . Phase 1, Extend Mel Wetter Parkway Traffic Control $10,000 Relocate Little Hills Exprway, Build Signal Signals (1) $175,000 ITS $0 Lighting (2) $20,000 Signing $15,000 Striping $5,000 EFKsMoen, LLC Utilities $5,000 25% Contingency $171,845 Construction Total $859,225
PE*** $93,330 CE, 7% $60,146 R/W $0 * Misc. Costs including Guardrail, Curb and Gutters, Culverts, etc., (not including walls or bridges) ** 10% of Costs, Not Including Bridges Grand Total $1,012,701 R/W Estimated @ $15/Sq.Ft Requires Significant walls to provide access to parcels south of Route 94 ***Est. @ 9% Constr Cost (excludes R/W) Plus $5K for Survey, $6K for Geotech, $5K for CE Clearance, $0K for Noise Study MO-370/Route 94/Mel Wetter Parkway Conceptual Cost September 1, 2017
Pav't/Base Pav't/Base Bridge Walls Earthwork Misc. Mobil. R.of I. Total S.Y. Cost Cost Cost Cost Cost* Etc.** ($55/s.y.) ($55/s.f.) Alternative B 18645 $1,025,475 $0 $1,650,000 $315,000 $134,047.50 $312,452 $3,436,975 . Phase 2, Westbound C.D. System With Signal Traffic Control $90,000 Signals (1) $175,000 ITS $200,000 Lighting (12) $120,000 Signing $200,000 Striping $30,000.00 EFKsMoen, LLC Utilities $75,000.00 25% Contingency $1,081,744 Construction Total $5,408,718
PE*** $536,785 CE, 7% $378,610 R/W $270,000 * Misc. Costs including Guardrail, Curb and Gutters, Culverts, etc., (not including walls or bridges) ** 10% of Costs, Not Including Bridges Grand Total $6,594,113 R/W Estimated @ $15/Sq.Ft Requires Reconstruction of 1600' Route 94 and 800' of Muegge to make grades acceptable ***Est. @ 9% Constr Cost (excludes R/W) Plus $10K for Survey, $20K for Geotech, $15K for CE Clearance, $5K for Noise Study MO-370/Route 94/Mel Wetter Parkway Conceptual Cost September 1, 2017
Pav't/Base Pav't/Base Bridge Walls Earthwork Misc. Mobil. R.of I. Total S.Y. Cost Cost Cost Cost Cost* Etc.** ($55/s.y.) ($55/s.f.) Alternative A or B 15255 $839,025 $0 $1,793,000 $310,000 $114,902.50 $305,693 $3,362,620 . Eastbound CD, Phase 3 Traffic Control $165,000 Signals (1) $175,000 ITS $0 Lighting (8) $80,000 Signing $150,000 Striping $20,000.00 Utilities $5,000.00 25% Contingency $989,405 Construction Total $4,947,025
PE*** $510,232 CE, 7% $346,292 R/W $0 * Misc. Costs including Guardrail, Curb and Gutters, Culverts, etc., (not including walls or bridges) ** 10% of Costs, Not Including Bridges Grand Total $5,803,549 R/W Estimated @ $15/Sq.Ft Requires Reconstruction of 1600' Route 94 and 800' of Muegge to make grades acceptable ***Est. @ 9% Constr Cost (excludes R/W) Plus $8K for Survey, $12K for Geotech, $15K for CE Clearance, $30K for Noise Study Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix E:
CAG Meeting Information
01/12/18
Community Advisory Group Mel Wetter/MO 370 Corridor Study Agenda
May 11, 2017 5:00 PM to 6:00 PM Firestation #4 3201 Boschertown Road
Introductions
1. Project Team a. Consultant b. City c. County d. MoDOT?
2. Project Defined a. Purpose i. Mel Wetter/MO 370 is being studied for possible revisions to provide improved regional access. ii. Improve travel times to Mel Wetter/5TH Street. iii. Do not hinder MO 370 traffic flows or the Interchange at MO 94 b. Limits i. West of Mel Wetter Overpass to East of MO 94 ii. Includes potential access to North River Road c. Scope i. Review existing and projected conditions and determine the need and type of future improvements to server future traffic demands. ii. Study will include conceptual alignments, profiles, interchanges/intersections, structures (bridges), approx. right-of-ways takings, economic impacts of improvements, safety and crash reduction, conceptual cost estimates, and traffic flow modeling. iii. Study will determine if the improvements can be built in phases to provide flexibility in Department of funding and construction. Public Works d. Schedule i. Complete Study By October 7, 2017 Engineering Division ii. Public Meeting before October
City of Saint Charles
200 North Second Street Saint Charles, MO 63301 636.949.3237 www.stcharlescitymo.gov
3. Evaluation Criteria
a. Traffic Forecasts b. Traffic Operations c. Conceptual Alignments, Profiles d. Interchange/Intersection Types e. Approximate Right of Way Needs f. Economic Impacts g. Safety Analysis h. Conceptual Costs
4. Existing Conditions a. Preservation b. Congestion c. Safety i. Crashes ii. Access for Pedestrians and Bicyclists d. Economic viability e. Environmental Screening f. Other known issues that the group sees
5. Alternatives to be Evaluated for corridor
a. Full Access at Mel Wetter Overpass and MO94
b. Outer Road to North River Road
c. Modified MO 94 Interchange
d. Enhance GRG Trail along MO 370
7. Next steps in the study process
8. Open Discussion for CAG Members
Department of Public Works
Engineering Division
City of Saint Charles 200 North Second Street Saint Charles, MO 63301 636.949.3237 www.stcharlescitymo.gov
Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix F:
VISSIM Model
Performance Data
01/12/18 APPENDIX F
AM Peak – VISSIM Travel Time Routes
Travel Time (sec) Alternative A Alternative B No Build Route‐AM 2020 2040 2020 2040 2020 2040 Green 199.5 217.3 209.0 220.0 184.3 200.4 Red 147.0 153.9 159.4 167.0 142.6 152.5 Blue 135.7 149.9 160.6 178.2 157.9 174.0 Light Blue 79.3 87.5 81.7 95.2 83.4 93.1
Green = From Duchesne to EB MO-370 Red = From Duchesne to WB MO-370 Blue = From WB-MO 370 to WB Little Hills Expy Light Blue = From EB-MO 370 to SB Route 94
Wood Group Appendix F‐1
PM Peak – VISSIM Travel Time Routes
Travel Time (sec) Alternative A Alternative B No Build Route‐PM 2020 2040 2020 2040 2020 2040 Green 176.1 183.0 216.4 268.7 218.5 515.9 Red 159.9 167.1 154.1 181.7 244.6 584.8 Purple 242.0 247.3 265.4 302.8 249.5 545.2
Green = WB MO-370 to Duchesne Red = WB MO-370 to WB Little Hills Expy Purple = EB MO-270 to Duchesne
Wood Group Appendix F‐2
VISSIM ‐ Speed Distribution
Alt A ‐ 2040 AM
Wood Group Appendix F‐3
Alt A ‐ 2040 AM
Alt A ‐ 2040 PM
Wood Group Appendix F‐4
Alt A ‐ 2040 PM
Alt B – 2040 AM
Wood Group Appendix F‐5
Alt B – 2040 AM
Alt B‐ 2040 PM
Wood Group Appendix F‐6
Alt B‐ 2040 PM
All in MPH.
Wood Group Appendix F‐7
Simulation of EB MO‐370 On‐Ramp Merge
Wood Group Appendix F‐8
Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix G:
Crash Data
01/12/18 TRAVEL BEGIN END COUNTY BEGIN END TRAVEL DESIGN DIRECTI BEGIN END BEGIN END COUNTY OFFSET WAY DISTRIC DISTRIC BEGIN DESCRIP DESCRIP WAY ID ATION ON LOG LOG COUNTY COUNTY END LOG NAME T T LOG TION TION CST ST. ST. CST 3RD 6367 MO 94 W 21.84 22.39 5 5 21.84 22.39 WRIGHT CHARLES CHARLES ST S DR E
TYPE 2011 2012 2013 2014 2015 TOTAL FATAL 00000 0 DISABLING INJURY 21010 4 MINOR INJURY 22234 13 PROPERTY DAMAGE ONLY 7 17 9 24 16 73 TOTAL 11 20 11 28 20 90 AADT 12545 11838 11785 11705 11205
TYPE 2011 2012 2013 2014 2015 Rate Level CRASH RATE 436.78 841.58 464.95 1191.6 889.12 STATE RATE-MO 228.76 220.33 215.97 213.15 204.77 ROUTE DESG STATE RATE-TWO-LANE 186.54 181.51 180.88 176.8 178.44 ROADWAY TYPE
TYPE 2011 2012 2013 2014 2015 TOTAL ANIMAL DRAWN VEH OR RIDDEN ANIMAL 0 0 0 0 0 0 ANIMAL NOT DEER/DOG/FARM ANIMAL 0 0 0 0 0 0 ANIMAL OTHER THAN DEER 0 0 0 0 0 0 AVOIDING 0 0 0 0 0 0 BACKING 0 0 0 0 0 0 CHANGING LANE 0 1 0 0 0 1 CROSS MEDIAN 0 0 0 0 0 0 DEER 0 0 0 0 0 0 DOG 00000 0 DUAL LEFTS COLLIDE 0 0 0 0 0 0 DUAL RIGHTS COLLIDE 0 0 0 0 0 0 FARM ANIMAL 0 0 0 0 0 0 FIXED OBJECT 0 0 0 0 0 0 HEAD ON 0 0 0 0 0 0 JACKKNIFE 0 0 0 0 0 0 LEFT TURN 1 4 0 3 1 9 LEFT TURN RIGHT ANGLE COLLISION 1 3 0 2 3 9 OTHER 0 0 2 0 0 2 OUT OF CONTROL 0 0 2 2 1 5 PARKING OR PARKED CAR 0 0 0 0 0 0 PASSING 0 0 0 1 2 3 PEDALCYCLE 0 0 0 0 0 0 PEDESTRIAN 0 0 0 0 0 0 REAR END 8 10 6 17 12 53 RIGHT ANGLE 0 2 0 1 1 4 RIGHT TURN 0 0 1 1 0 2 RIGHT TURN RIGHT ANGLE COLLISION 0 0 0 0 0 0 SIDESWIPE 0 0 0 0 0 0 TOWED UNIT DISCONNECTS 0 0 0 0 0 0 U - TURN 1 0 0 1 0 2 WRONG WAY ON DIVIDED HIGHWAY 0 0 0 0 0 0 TOTAL 11 20 11 28 20 0
This report contains information that is protected from disclosure by federal law, 23 USC Section 409 and the Missouri Open Records Law (Sunshine Act), Section 610.021 RSMo. Please review MoDOT's policy and procedure manual on the Sunshine Act before releasing any of the information contained herein. Congestion Relief for the MO-370/Route 94 Interchange and Access Improvements at Mel Wetter Parkway
TRAFFIC STUDY REPORT Prepared by EFKMoen and Wood Group
Appendix H:
Public Meeting Survey Results
01/12/18 MO-370 and Mel Wetter Interchange Study
Q1 How far do you live from the proposed MO-370 - Mel Wetter improvements presented in this study?
Answered: 5 Skipped: 0
Within 3 blocks (500')
A 1/4 mile
A mile
More than a mile
City Limits
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Within 3 blocks (500') 20.00% 1
A 1/4 mile 0.00% 0
A mile 60.00% 3
More than a mile 0.00% 0
City Limits 20.00% 1 TOTAL 5
1 / 10 MO-370 and Mel Wetter Interchange Study
Q2 I travel MO-370, Route 94, Little Hills Expressway and/or Mel Wetter Parkway during AM rush hour (7:00 - 8:00 a.m.)
Answered: 5 Skipped: 0
Yes
No
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Yes 60.00% 3
No 40.00% 2 Total Respondents: 5
2 / 10 MO-370 and Mel Wetter Interchange Study
Q3 I travel MO-370, Route 94, Little Hills Expressway and/or Mel Wetter Parkway during PM rush hour (4:30 - 5:30 p.m.)
Answered: 5 Skipped: 0
Yes
No
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Yes 80.00% 4
No 20.00% 1 Total Respondents: 5
3 / 10 MO-370 and Mel Wetter Interchange Study
Q4 How likely are you to factor in commute times relates to the routes you travel?
Answered: 5 Skipped: 0
Likely
Occasionally
Never
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Likely 60.00% 3
Occasionally 40.00% 2
Never 0.00% 0 TOTAL 5
4 / 10 MO-370 and Mel Wetter Interchange Study
Q5 Today, I experience traffic delays when traveling on (check all that apply)
Answered: 5 Skipped: 0
Route 94, North and So...
Little Hills Expressway a...
Westbound MO-370 at Ro...
Eastbound MO-370 at Ro...
I experience no traffic...
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Route 94, North and South of MO-370 60.00% 3
Little Hills Expressway at Mel Wetter Parkway 60.00% 3
Westbound MO-370 at Route 94 0.00% 0
Eastbound MO-370 at Route 94 0.00% 0
I experience no traffic delays in these areas 0.00% 0 Total Respondents: 5
5 / 10 MO-370 and Mel Wetter Interchange Study
Q6 How often do you access MO-370?
Answered: 5 Skipped: 0
Daily
3 times per week
Less than 3 times per week
Rarely
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Daily 40.00% 2
3 times per week 60.00% 3
Less than 3 times per week 0.00% 0
Rarely 0.00% 0 TOTAL 5
6 / 10 MO-370 and Mel Wetter Interchange Study
Q7 Today, I find the access to MO-370:
Answered: 5 Skipped: 0
Very Simple
Simple
Difficult
Very Difficult
I never travel MO-370
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Very Simple 0.00% 0
Simple 80.00% 4
Difficult 20.00% 1
Very Difficult 0.00% 0
I never travel MO-370 0.00% 0 TOTAL 5
7 / 10 MO-370 and Mel Wetter Interchange Study
Q8 Do you see a benefit to having full access at Mel Wetter Parkway & MO-370
Answered: 5 Skipped: 0
Yes
No
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
Yes 100.00% 5
No 0.00% 0 TOTAL 5
8 / 10 MO-370 and Mel Wetter Interchange Study
Q9 Based on the information presented tonight, I prefer Alternative
Answered: 5 Skipped: 0
A (roundabout at Mel Wette...
B (a traffic signal at Me...
I have no concerns wit...
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
ANSWER CHOICES RESPONSES
A (roundabout at Mel Wetter Parkway and Little Hills Expressway) 100.00% 5
B (a traffic signal at Mel Wetter Parkway and Little Hills Expressway) 0.00% 0
I have no concerns with the current conditions 0.00% 0 Total Respondents: 5
9 / 10 MO-370 and Mel Wetter Interchange Study
Q10 Your opinion is important to the City of Saint Charles. Below, please list any comments you have regarding the MO-370 - Mel Wetter Interchange Study.
Answered: 2 Skipped: 3
# RESPONSES DATE 1 I feel the roundabout will help with rush hour, access to 5th Street and 370 off at Little Hills to 11/3/2017 10:38 AM avoid bottleneck at 94 & Little Hills especially during rush hour & exit off 370 to Little Hills at 5th street too. 2 Consider Elm Point Industrial intersection at MO-370. Cost study? I see a benefit of having full 11/3/2017 10:34 AM access at MO-370, but not at the cost estimate.
10 / 10 Improvements to Mel Wetter Parkway & Route 94
TRAFFIC STUDY REPORT Prepared by EFKMoen, LLC
Exhibits:
Alternatives Studied (A & B) And Conceptualized Alternatives
09/01/17 ALTERNATIVE A
Y P X E S ILL H
ITTLE L
370
NORFOLK SOUTHERN RAILWAY 94
MEL
WETTE R PK WY
ON LEGEND I S
N ANTICIPATED TE RETAINING WALL X E
R
D GRG BIKE TRAIL E
N
S
GIS PROPERTY E LINE H SCALE C
OBLITERATE DU 0 200 400 600 800 1000 ALTERNATIVE A
CUL-DE-SAC
Y P X E S ILL H
ITTLE L
370
NORFOLK SOUTHERN RAILWAY 94
MEL
WETTE R PK WY
ON LEGEND I S
N ANTICIPATED TE RETAINING WALL X E
R
D GRG BIKE TRAIL E
N
S
GIS PROPERTY E LINE H SCALE C
OBLITERATE DU 0 200 400 600 800 1000 ALTERNATIVE B
Y P X E S ILL H
ITTLE L
NORFOLK SOUTHERN RAILWAY 94
MEL
WETTE R PK WY
ON LEGEND I S
N ANTICIPATED TE RETAINING WALL X E
R
D GRG BIKE TRAIL E
N
S
GIS PROPERTY E LINE H SCALE C
OBLITERATE DU 0 200 400 600 800 1000 ALTERNATIVE C
Y P X E S ILL H
ITTLE L
370
NORFOLK SOUTHERN RAILWAY 94
MEL
WETTE R PK WY
ON I
S
N LEGEND TE
X
E ANTICIPATED
R
RETAINING WALL D
E
N
GRG BIKE TRAIL S
E
H SCALE GIS PROPERTY C
LINE DU 0 200 400 600 800 1000 ALTERNATIVE E
Y P X E S ILL H
ITTLE L
370
NORFOLK SOUTHERN RAILWAY 94
MEL
WETTE R PK WY
ON LEGEND I S
N ANTICIPATED TE RETAINING WALL X E
R
D GRG BIKE TRAIL E
N
S
GIS PROPERTY E LINE H SCALE C
OBLITERATE DU 0 200 400 600 800 1000 ALTERNATIVE F
Y P X E S ILL H
ITTLE L
370
NORFOLK SOUTHERN RAILWAY 94
MEL
WETTE R PK WY
ON I
S
N LEGEND TE
X
E ANTICIPATED
R
RETAINING WALL D
E
N
GRG BIKE TRAIL S
E
H SCALE GIS PROPERTY C
LINE DU 0 200 400 600 800 1000