FINAL Corridor Conditions Report

Transcription

1 FINAL Corridor Conditions Report I-25/Dry Creek Road Interchange and Corridor Study Yosemite Street to Easter Avenue March 2016 Prepared for Prepared by

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3 TABLE OF CONTENTS TABLE OF CONTENTS Introduction... 1 Study Area... 1 Surrounding Land Use... 3 Regional Planning Context... 4 Other Area Projects... 8 Corridor Facilities... 9 Intersecting Streets and Drives... 9 Transportation Infrastructure Stormwater Facilities Utilities Vehicular Traffic Operations Existing Traffic Conditions Future Traffic Conditions Crash History Crash Types and Location Crash Rates and Severity Index Predicted Norms Corridor Multimodal Mobility Transit Non-motorized Transportation Planned Multimodal Improvements Potential Non-Motorized Demand Environmental Overview Hazardous Materials Water Resources and Wetlands Noise Threatened and Endangered Species and Wildlife Habitat Parks and Recreation Resources (Section 4(f)/6(f)) Air Quality i

4 Environmental Justice Cultural Resources (Historic and Archeological Resources) Paleontological Resources Floodplains Construction Impacts Other Resources Corridor Issues Summary Traffic Operations Pedestrian/Bicycle Facilities Transit Appendix A Multimodal Infrastructure Conditions Appendix B Traffic Count Data Appendix C Operational Reports Appendix D Queue Lengths Appendix E Travel Demand Forecasting Information Appendix F Level of Service of Safety Evaluation ii

5 LIST OF TABLES LIST OF TABLES Table 1: Population, Households and Employment... 4 Table 2: Corridor Turn Lane Evaluation Table 3: Fences and Walls along Study Corridor Table 4: Intersection Level of Service (LOS) Criteria Table 5: Corridor Level of Service (LOS) Criteria Table 6: Existing Intersection Level of Service (LOS) Results Table 7: Existing Corridor Level of Service (LOS) Results Table 8: 2040 Intersection Level of Service (LOS) Results AM Peak Hour Table 9: 2040 Intersection Level of Service (LOS) Results PM Peak Hour Table 10: 2040 Corridor Level of Service (LOS) Results AM Peak Hour Table 11: 2040 Corridor Level of Service (LOS) Results PM Peak Hour Table 12: Dry Creek Corridor Crash Type and Location ( ) Table 13: Dry Creek Corridor Crash Location and Severity ( ) Table 14: Dry Creek Corridor Crash Severity Index ( ) Table 15: Intersection Crash Comparison Table 16: LRT Headways at Dry Creek Station Table 17: Weekday Headways for Route Table 18: Study Area Call-n-Ride Origin and Destination Information Table 19: Noise Abatement Criteria Table 20: Federal Species iii

6 LIST OF FIGURES LIST OF FIGURES Figure 1: Study Area... 2 Figure 2: Roadway Features Figure 3: Potential Corridor Transportation Infrastructure Deficiencies Figure 4: Existing Traffic and Intersection Level of Service Figure 5: Hourly Traffic Distribution along Dry Creek Road Figure 6: Interchange Traffic Origins and Destinations Figure 7: Peak Hour Lane Utilization Figure 8: Existing AM and PM Queue Lengths along Dry Creek Road Figure 9: 2040 Traffic Volumes and LOS Figure 10: 2040 AM and PM Queue Lengths along Dry Creek Road Figure 11: Dry Creek Corridor Crash History ( ) Figure 12: I-25 Corridor LRT AM and PM Peak Weekday Boardings and Alightings Figure 13: Dry Creek Station Weekday Daily Boardings and Alightings Figure 14: Dry Creek Station AM and PM Peak Weekday Boardings and Alightings Figure 15: Call-n-Ride Average Weekday Ridership ( ) Figure 16: Existing Multimodal Features Figure 17: Natural and Built Environmental Features iv

7 INTRODUCTION INTRODUCTION Arapahoe County in conjunction with the City of Centennial and Southeast Public Improvement Metropolitan District (SPIMD) initiated the I-25/Dry Creek Road Interchange and Corridor Study. The primary goals of this study are to provide recommendations for a transportation system with improved mobility, safety, and reliability for commuters and residents along Dry Creek Road and Havana Street between Yosemite Street and Easter Avenue, including the I-25/Dry Creek Road Interchange. This Corridor Conditions Report documents the current and anticipated future conditions of the Dry Creek Road corridor area with regard to the multimodal transportation system and environmental resources, as developed from readily available data and windshield survey information. The information presented in this report will be used in the development and analysis of improvement alternatives. Study Area The traffic study roadways and the environmental study areas are illustrated in Figure 1. The traffic study roadways include Dry Creek Road, from west of the Yosemite Street intersection, through the I-25/Dry Creek Road interchange, to east of Inverness Drive East where Dry Creek Road turns north and transitions into Havana Street. The traffic study area continues along Havana Street north of Easter Avenue. The study area includes the crossing roadways immediately north and south of Dry Creek Road and east and west of Havana Street, capturing the intersection approaches to the study corridor. Dry Creek Road and Havana Street are located within the City of Centennial, which recently annexed Dry Creek Road and Havana Street between the I-25 interchange and Geddes Avenue. The majority of intersecting streets along the traffic study area are also within the City of Centennial, though Clinton Street, Inverness Drive West, Inverness Boulevard, and Inverness Drive East fall within unincorporated Arapahoe County. The traffic study roadways include the area roadways that may be impacted physically by recommended improvements. Though the traffic study area ends just north of Easter Avenue along Havana Street, analysis of the Havana Street/Briarwood Avenue and Havana Street/Arapahoe Road intersections is included to capture potential secondary operational benefits or impacts. The environmental study area accounts for the potential for indirect or secondary effects to community or environmental resources as a result of proposed actions that may ultimately result from study recommendations. The environmental study area generally extends from Yosemite Street on the west, Arapahoe Road on the north, half a mile to the east of Havana Street, and half a mile to the south of Dry Creek Road. 1

8 INTRODUCTION Figure 1: Study Area 2

9 INTRODUCTION Surrounding Land Use The I-25/Dry Creek Road Interchange and Corridor study area is located primarily within the City of Centennial and unincorporated Arapahoe County. The study area includes a small portion of the City of Greenwood Village north of Costilla Avenue and west of Fulton Street. The study area is bisected by the south I-25 corridor, an area that has experienced extensive growth in population and employment over the last decade and is expected to continue as a significant draw for development and redevelopment. Existing Land Use The study area is characterized by a variety of land uses including residential, business, commercial, retail, and industrial uses. West of Yosemite Street, land uses consist of single family and multifamily residential neighborhoods. North of Dry Creek Road is a mixture of single-family and multifamily homes with a small retail center located northwest of Dry Creek Road and Yosemite Street. South of Dry Creek Road is a single family residential neighborhood that includes the Willow Creek Elementary School. East of Yosemite Street and west of I-25, development includes primarily office space with some commercial, retail, and residential development. North of Dry Creek Road is primarily office space, including the Dry Creek Business Park, along with some retail, a gas station, and a hotel along Dry Creek Road. South of Dry Creek Road is primarily office space and undeveloped land, slated for future office development. A multifamily residential development is located southeast of the Dry Creek Road and Yosemite Street intersection. East of I-25, north of Dry Creek Road, and west of Havana Street, the study area consists of a mixture of office space, commercial, industrial and residential land uses. South of Geddes Avenue, land uses include office space, a multifamily residential development, restaurants, and several hotels. A new 260-unit multifamily residential development is located west of Clinton Street immediately north of Dry Creek Road. Between Costilla Avenue and Geddes Avenue, land uses include light industrial, office space, numerous hotels, several restaurants, a small retail center, a day care, a church and some undeveloped land. North of Costilla Avenue and south of Arapahoe Road, the study area includes office space, an automotive dealership, a hotel, the City of Greenwood Village Maintenance Center, and several restaurants southwest of the Havana Street and Arapahoe Road intersection. East of I-25 and south of Dry Creek Road, the study area includes a mixture of commercial, office, retail, residential, and recreational land uses. West of Inverness Drive West is office space with a small parcel of undeveloped land. East of Inverness Drive West are several multifamily residential developments and a handful of restaurants, retail shops, and a bank. Further south along Inverness Drive West is the Inverness Golf Club. Surrounding the golf club to the north and east is a mixture of light industrial and commercial properties. East of Havana Street and north of Inverness Drive East, the study area includes a mixture of commercial, office, retail, institutional and undeveloped land uses. Along the north side of Inverness Drive East between Havana Street and Lima Street, development is primarily office space. Further to the north, south of Easter Avenue, is generally undeveloped land with some office space and light industrial. North of Easter Avenue and south of Briarwood Avenue is the new Top Golf entertainment complex, a Wal-Mart, and numerous office buildings. Land use north of Briarwood Avenue and south of Arapahoe Road includes restaurants and retail stores, a bank, a gas station, and an automotive dealership. 3

10 4 INTRODUCTION Future Land Use Future land uses within the study area are expected to continue to be primarily office uses and multifamily residential development, with an increase in density due to additional development and redevelopment. The future land uses and development/redevelopment areas are described in the I-25 Corridor Sub-area Plan, completed by the City of Centennial in Households and employment along the Dry Creek Road corridor are projected to increase at a relatively modest rate to year Table 1 shows population, household and employment estimates and forecasts within the study area from the Denver Regional Council of Government (DRCOG) travel demand model, which includes existing land uses based on U.S. Census data and forecasted land uses based on community plans and regional growth expectations. The existing and future land uses summarized in the table were used for the travel demand forecasting for the corridor area. These land uses were reviewed by Arapahoe County and City of Centennial staff and adjustments were made accordingly. The land use assumptions utilized for this study are described in more detail in the Travel Demand Forecasting section of this report. As shown, population and household growth is expected to increase within the study area by just over 1.7% annually from 2015 to Employment is projected to increase by nearly 2.0% annually within the study area. Table 1: Population, Households and Employment TOTAL GROWTH (2015 TO 2040) ANNUAL GROWTH RATE (2015 TO 2040) Population 21,010 32, , % Households 8,225 12, , % Employment 51,806 84, , % Source: DRCOG, David Evans and Associates, Inc. (DEA) Regional Planning Context The I-25/Dry Creek Road corridor area is an increasingly important commuter facility providing access to retail, commercial, and residential developments in the south Denver metropolitan area. As congestion increases along Arapahoe Road to the north and County Line Road to the south and development continues within the study area and to the east, mobility along Dry Creek Road will become an increasingly vital part of the regional transportation system. With its connection with Broncos Parkway, the corridor becomes one of only five crossings of Cherry Creek between I-225 and E-470. In order to fully understand the implications of this study, potential improvements to the Dry Creek Road corridor are considered in conjunction with planning efforts and improvements beyond the study area. Relevant planning studies from surrounding communities were reviewed to identify planned improvements within or in close proximity to the study area. Significant planning studies include: 2040 Fiscally Constrained Regional Transportation Plan (2040 RTP) (2015), DRCOG South I-25 Urban Corridor Study (2015), Denver South Transportation Management Association (TMA) South I-25 Bike Corridor Study (2016), Denver South TMA I-25 Corridor Sub-area Plan (2013), City of Centennial Centennial Transportation Master Plan (2013), City of Centennial

11 Last Half Mile Connectivity Study (2012), SPIMD Greenwood Village Comprehensive Plan (2012), City of Greenwood Village Arapahoe County 2035 Transportation Plan (2010), Arapahoe County City of Centennial Comprehensive Plan (2004), City of Centennial Arapahoe County Comprehensive Plan (2001), Arapahoe County Draft Wayfinding/Street Renaming Study (2015), Dove Valley Metropolitan District Inverness Branding Master Plan (2015), Inverness Metropolitan District INTRODUCTION The 2040 RTP (DRCOG 2015) outlines regional transportation system needs and identifies improvements that can be reasonably expected in the region over the next 25 years, given current funding levels. The only fiscally-constrained roadway improvement identified in the plan that falls within the study area is the widening of Easter Avenue from Havana Street to Peoria Street. The following other projects are identified in the plan and are located within two miles of the study area: I-25/Arapahoe Road interchange capacity improvements Intersection grade separation at Arapahoe/Havana Street or at Arapahoe/Jordan Road I-25 widening from Ridgegate Parkway to County Line Road interchange (south ramps) Adding toll managed lanes along C-470 between I-25 and Wadsworth Boulevard E-470 widening from I-25 to Parker Road The South I-25 Urban Corridor Study, sponsored by the Denver South TMA, was completed in 2015 to identify current conditions and prioritize future actions to maintain this area as an attractive place for employers to locate and residents to live. Three goals summarize the main objectives of the study: maintain premier employment location for the region as well as increase intra and inter connectivity of the corridor. To increase connectivity to the corridor, the objectives focus on increasing transit mode share through better east-west access, maximize I-25 and connecting with bikes. For connectivity within the corridor, the objectives focus on improving bike and pedestrian access. The following recommendations were identified: Enhanced transit corridor for Arapahoe Road from I-25/Parker Road Provide connections to regional bike trails Provide north-south regional paths and explore east-west connections Complete sidewalk gaps analysis Develop design guidelines Enhance internal transit service through non-traditional circulators Develop mobility hubs to encourage multimodal transportation and connections In 2013, the City of Centennial completed the I-25 Corridor Sub-area Plan, a supplement to the City of Centennial Comprehensive Plan. The sub-area plan s purpose is to guide growth and development tailored to the sub-area s strengths, challenges and unique characteristics. The sub-area plan includes a series of development objectives and policies, including maximizing land potential to provide additional employment. Where future development or redevelopment is expected, the plan allows for more 5

12 INTRODUCTION intense development, primarily a mix of commercial and office uses with limited residential and retail uses. Transportation design concepts in the plan include: Increasing connectivity by adding pedestrian and bicycle paths Increasing crossings and sidewalks along Yosemite Street and other key locations Improving the street grid to allow alternative ways to get around Possibility of a pedestrian bridge over Dry Creek Road to connect the areas north of Dry Creek Road to the light rail station Softening Yosemite Street by improving pedestrian amenities, adding a median strip, and potentially reconfiguring intersections as roundabouts The Denver South TMA is in the process of developing the I-25 Bike Corridor Study to identify a regional (north-south) trail connection between the Southeast I-25 Corridor communities and central Denver. The potential trail system could serve as a critical commuter connection, recreational amenity and business recruiting tool to area employers, employees and residents. The regional trail connection will provide a major north-south transportation link between Southeast I-25 Corridor communities, downtown Denver and surrounding destinations, as well as a link to existing and planned urban trail networks. It will connect major parks and destinations throughout the region together and benefit all member jurisdictions including Arapahoe County, Douglas County, City of Centennial, City and County of Denver, City of Greenwood Village and the City of Lone Tree. In 2013, the City of Centennial adopted the Centennial Transportation Master Plan, the first transportation plan in the city s history. Staff created this plan to guide decision making for short and long term (20 years) improvements. Overall, the plan aims to maintain and improve the structure for a multimodal transportation system. The plan identifies a number of important goals for creating a safer and more efficient transportation system, including: improved transit, convenient bike and pedestrian facilities, regional connections, improved appearance and encourage supportive development. A number of improvements were identified: Intersection improvements at Havana Street/Briarwood Avenue (new eastbound to southbound right turn lane) Continuous flow intersections on Arapahoe Road at Havana Street and Lima Street Continuous flow intersection at Havana Street/Easter Avenue Added sidewalks along Yosemite Street, Alton Way and Arapahoe Road Proposed bike lanes along Chester Street/Alton Way, Dry Creek at I-25, and Clinton Street Arapahoe Road bus rapid transit (BRT) The Last Half Mile Connectivity Study was adopted in 2012 by SPIMD in conjunction with the Denver South TMA (formerly the South I-25 Urban Corridor TMA). The plan was developed to address connectivity issues with light rail stations within the SPIMD service area. The study identifies a list of short-term improvements to address connectivity issues to the light rail stations as well as programmatic solutions. Related to Dry Creek Station, a number of improvements were identified: Improve crossings with mid-block crossings along Inverness Drive, pedestrian flashing beacons and yield to pedestrian signs at Dry Creek Road/Inverness Drive West Fill in sidewalk gaps along Inverness Drive 6

13 Pedestrian connection from station to Mineral Avenue/Dayton Street Crosswalk at Chester Street/East Panorama Drive INTRODUCTION The Greenwood Village Comprehensive Plan, adopted in 2012, includes goals and planning framework for the transportation system within the city. The plan abides by and incorporates transportation policies and goals from the Greenwood Village Transportation Plan, adopted in The comprehensive plan recommends continued promotion of the area just north of the I-25/Dry Creek Road Interchange and Corridor study area as a regional commercial destination. Transportation objectives in the plan include minimizing congestion, providing high quality pedestrian connections, and providing circulator bus service from office space outside the planning area to commercial areas within the planning area. The plan does not identify any specific improvements within the study area or along roadways in close proximity to the study area. The Arapahoe County 2035 Transportation Plan was updated in The plan builds upon the multimodal transportation improvement recommendations made in the Arapahoe Road Corridor Study, completed in The recommended transportation plan includes improvements at multiple intersections within the study area, including Dry Creek Road/Yosemite Street, Dry Creek Road/Inverness Drive West, and Havana Street/Easter Avenue. The plan recommends an interchange at the Havana Street/Arapahoe Road intersection and intersection improvements at Easter Avenue/Peoria Street, east of the study area. Easter Avenue from Havana Street to Peoria Street is recommended for widening. Additionally, the plan recommends Intelligent Transportation System (ITS) improvements, including signal coordination and communications infrastructure, along the Dry Creek Road corridor from Yosemite Street to Arapahoe Road. The plan also recommends construction of a sidewalk along the east side of Havana Street from Geddes Street to Inverness Drive East. In 2004, the City of Centennial Comprehensive Plan was completed to guide public policy and implement the city s vision: a community that is sustainable and cohesive, inspires pride, and produce remarkable places. The comprehensive plan map shows the area surrounding the Dry Creek Road/Yosemite Street intersection as a neighborhood activity center. The map shows primary major activity centers around the Arapahoe Road/Havana Street intersection, south of Dry Creek Road and west of I-25, and southwest of the I-25/Arapahoe Road interchange. Additionally, the map identifies a gateway to the city along Dry Creek Road near Geddes Street. The plan does not identify specific transportation improvements. Transportation goals for the city include the following: Provide a balanced/connected transportation system Create efficient mobility and accessibility choices Improve and expand public transit access and service Provide safe, convenient and enjoyable facilities to encourage walking and bicycling Support Denver s regional transportation system Maintain and improve the existing transportation system Improve the appearance of streets and public right-of-way Accommodate development The Dove Valley Metropolitan District created the Draft Wayfinding and Street Renaming Study in 2015 in an overall effort to improve identity and access within transportation corridors. An improved wayfinding system was identified as an important component for economic development to enhance 7

14 8 INTRODUCTION the experience of people who visit the area. This effort utilizes the brands already established and builds on them to develop a cohesive identity of the area. A number of improvements were identified: Develop wayfinding and directional signage Gateway signage near Arapahoe Road/Havana Street and I-25/Dry Creek Road Improve streetscape environment Renaming to Broncos Parkway Intersection improves along Easter Avenue at Havana Street and Peoria Street In 2015, the Inverness Branding Committee created the Inverness Branding Master Plan with designed signage. A number of branding signs have been identified for the area: Primary signs at Clinton Street/Dry Creek Road and along I-25 north of Inverness Lane West Secondary sign at I-25 at Clinton Street Tertiary signs at Dry Creek Road south of Geddes Avenue and Inverness Drive East Pageantry signs at Clinton Street/Dry Creek Road Other Area Projects The following funded improvement efforts are programmed to be completed in the near term within the study area: Sign Panel Replacement The green sign panels at the traffic signals at the Dry Creek Road intersections with Inverness Drive West, Inverness Boulevard, and Inverness Drive East will be replaced in Inverness Sign Program Two existing Inverness identification signs on the north and south sides of Dry Creek Road east of I-25 and west of Inverness Drive West/Clinton Street will be modified to re-face the sandstone and add illumination. Illuminated columns will be placed in the median of Dry Creek Road and the median will be modified to add raised barriers. A new roadside identification sign will be added on the west side of Havana Street, south of Geddes Avenue. This work is planned for construction in Multiuse Path Connections The City of Centennial will construct a multiuse path along Yosemite Street from Mineral Drive to Nichols Avenue. This is scheduled for A multiuse path will also be added at I-25/Dry Creek Road with construction in Bike Lanes On-street bike facilities will provide a connection along Nichols Avenue and Chester Street. Construction is scheduled for There are also funded improvements within the vicinity of the study area that are of regional significance, including: I-25/Arapahoe Road interchange capacity improvements (construction beginning in 2016) Intersection grade separation at Arapahoe/Havana Street or Arapahoe/Jordan Road I-25 widening from Ridgegate Parkway to County Line Road (under construction) Adding toll managed lanes along C-470 between I-25 and Wadsworth Boulevard E-470 widening from I-25 to Parker Road

15 CORRIDOR FACILITIES CORRIDOR FACILITIES Dry Creek Road is a major east-west arterial with four to six through lanes along the length of the study corridor. Dry Creek Road begins on the east side of South Broadway Street in the City of Littleton and extends approximately 6 ½ miles east through the City of Centennial. West of Broadway, the corridor extends west as Mineral Avenue to west of Santa Fe Drive, then as Ken Caryl Avenue to west of C-470, a significant east-west arterial corridor with over 13 miles of continuity across the south Denver metropolitan area. Within the immediate study area, Dry Creek Road extends approximately ½ mile east of the I-25/Dry Creek Road interchange, at which point Dry Creek Road turns into Havana Street. Havana Street is a major north-south arterial with four to six through lanes along a one mile stretch between Inverness Drive East and Arapahoe Road. The study corridor primarily consists of six travel lanes, with exclusive left turn and right turn lanes provided at multiple signalized intersections. A majority of the corridor is separated by raised landscaped center medians. However, the portion of Havana Street immediately south of Geddes Street is separated by painted center medians. There are several driveways along the study corridor that are used to access commercial and residential properties, the majority of these being located to the east of I-25. The City of Centennial classifies Dry Creek Road and Havana Street as a Major Arterial roadway according to the City s Map of Collector & Arterial Streets. The posted speed limit along Dry Creek Road and Havana Street is 35 miles per hour (MPH) west of Yosemite Street, 40 MPH from Yosemite Street to Geddes Avenue, and 45 MPH north of Geddes Avenue. Intersecting Streets and Drives Figure 2 illustrates the lane configurations and roadway features along the Dry Creek Road study corridor. There are 11 signalized intersections along Dry Creek Road and Havana Street within the study area. All signalized intersections along Dry Creek Road and Havana Street are operated by the City of Centennial, with the exception of the two I-25 ramp terminals at Dry Creek Road that are operated by CDOT. The signalized intersections operate as actuated-coordinated with 120-second cycle lengths during the AM and PM peak hours. During the off peak hours, the intersections operate with a 100- second cycle length. The unsignalized intersection and major accesses along the study corridor operate with various movement restrictions as listed below: Walgreens access Right-in/right-out (RI/RO) 7-Eleven/Bono s/drury Inn & Suites access - RI/RO RTD Park-n-Ride Dry Creek Station access Right-in only Ballantyne Apartments access - RI/RO The Shops of Vallagio access - RI/RO Inverness Office Buildings access Right-out only Dry Creek Medical Office Building access - RI/RO Rampart Center access - RI/RO Rampart Business Center access - ¾-movement 9

16 CORRIDOR FACILITIES Figure 2: Roadway Features 10

17 CORRIDOR FACILITIES The following describes the roadways that intersect Dry Creek Road and Havana Street within the study area. I-25 I-25 is a major interstate that runs north/south through Denver, providing access between the study area and Downtown Denver. At the I-25/Dry Creek Road interchange, the freeway has five through lanes in each direction with acceleration/deceleration lanes between interchanges. Yosemite Street Yosemite Street is a four-lane major north-south arterial serving local and commuter traffic. The roadway connects Orchard Avenue to the north and Lincoln Avenue to the south. Yosemite Street has continuity through the Denver Technological Center and provides access to large commercial areas along with residential communities. Alton Court Alton Court is a two-lane north-south major collector that mainly serves as an access road to several large businesses north of Dry Creek Road. The roadway has a posted speed limit of 25 MPH. Chester Street Chester Street is a north-south major collector that serves as an access to several large businesses from Dry Creek Road to County Line Road. The roadway has a posted speed limit of 30 MPH and has mostly four lanes. Clinton Street Clinton Street is a four-lane north-south minor arterial that connects Dry Creek Road and Arapahoe Road. The posted speed limit on the roadway is 35 MPH. There are a number of businesses and apartments that are accessible from Clinton Street. Inverness Drive West Inverness Drive West is a north-south minor arterial that connects Dry Creek Road and County Line Road/Inverness Parkway. Inverness Drive West mainly serves as an access to businesses between Dry Creek Road and County Line Road/Inverness Parkway. The roadway has four lanes and a posted speed limit of 25 MPH. Inverness Boulevard Inverness Boulevard is a two-lane north-south minor collector that serves as an access to businesses and residences south of Dry Creek Road. The roadway has a posted speed limit of 25 MPH. Inverness Drive East Inverness Drive East is a four-lane north-south major collector. The roadway connects Dry Creek Road and Lima Street and another north-south section of roadway also named Inverness Drive East. The roadway serves local and commuter traffic accessing the large commercial areas. The posted speed limit on the roadway is 30 MPH. Geddes Avenue Geddes Avenue is an east-west major and minor collector with four lanes and a posted speed limit of 30 MPH. The roadway is a major collector to the west and minor collector east of Havana Street. It serves as a connection to Clinton Street to the west and Joliet Street to the east. There is access to large commercial areas along Geddes Avenue. Easter Avenue Easter Avenue is a mostly four-lane east-west major collector street that is vital for east-west mobility in the region. The roadway serves as a connection between Havana Street and Peoria Street and has a posted speed limit of 35 MPH west of Lima Street and 40 MPH from Lima Street to Peoria Street. Centennial Airport is located directly south of Easter Avenue. The roadway serves commuters and local traffic. Costilla Avenue/Briarwood Avenue Costilla Avenue is an east-west major collector that connects to Clinton Street to the west and Havana Street to the east. East of Havana Street, 11

18 CORRIDOR FACILITIES the roadway is a minor arterial and is named Briarwood Avenue, connecting Havana Street to Lima Street. Costilla Avenue/Briarwood Avenue is mostly four lanes. Arapahoe Road (SH 88) Arapahoe Road is an east-west major arterial and one of the most heavily traveled roadways in the south Denver metropolitan area. The roadway serves local and commuter traffic in the region and provides a crucial link to I-25 from both the east and west. Arapahoe Road is a six-lane roadway north of the study area. Transportation Infrastructure Field visits of the study corridor were conducted in November 2015 to document the conditions of the existing roadway features, such as median treatments, curb and gutters, fences and walls, lighting, pedestrian facilities, and observed design deficiencies. Auxiliary Lanes The Dry Creek Road study corridor was reviewed for potential deficiencies related to design elements and operations of the study corridor from Yosemite Street to Easter Avenue, including clear zone obstructions and auxiliary lanes. Existing clear zone obstructions were visually inspected in the field. This section of Dry Creek Road is an urban facility with a minimal clear zone requirement and no clear zone obstructions were noted. Dry Creek Road/Havana Street between Yosemite Street and Easter Avenue generally has three travel lanes in each direction with curb and gutter along the entire length of the corridor. An additional outside lane, which operates as a continuous acceleration/deceleration lane, is provided along the following roadway segments: Westbound Dry Creek Road for approximately 1/3 mile between the southbound I-25 ramp terminal and a commercial driveway located immediately east of Yosemite Street Westbound Dry Creek Road for approximately 1/10 mile between Clinton Street and the Northbound I-25 On Ramp Eastbound Dry Creek Road for approximately ¼ mile between the Northbound I-25 Off Ramp and Inverness Boulevard The outside lane along northbound Havana Street serves as an exclusive right turn lane at Easter Avenue, with an acceleration lane on the other side of the intersection. Although this configuration reduces the number of northbound through lanes, the intersection operates well under existing traffic conditions. The outside lane along westbound Dry Creek Road at Yosemite Street also drops at the intersection as an exclusive right turn lane, with an acceleration lane on the other side of the intersection. The dropped right turn lane configuration at this intersection contributes to PM peak hour congestion, as well as safety issues. There are exclusive right turn lanes provided at all of the signalized and unsignalized intersections along eastbound Dry Creek Road and northbound Havana Street, with the exception at Inverness Drive East, which has a channelized right turn lane, and at Geddes Avenue, which has a shared through/right turn lane. There are no exclusive right turn lanes along southbound Havana Street and westbound Dry Creek Road other than as part of the acceleration/deceleration lanes identified above. Exclusive left turn lanes are provided at every 12

19 CORRIDOR FACILITIES intersection along the Dry Creek Road corridor, with dual left turn lanes provided at the following locations: Westbound Dry Creek Road to southbound Chester Street Westbound Dry Creek Road onto the Southbound I-25 On Ramp Eastbound Dry Creek Road onto the Northbound I-25 On Ramp Westbound Dry Creek Road to southbound Inverness Drive West Eastbound Dry Creek Road to northbound Clinton Street The existing auxiliary lanes were evaluated based on the requirements of the Arapahoe County Infrastructure Design and Construction Standards and the State of Colorado State Access Code. The State Access Code notes that in a roadway with three through lanes, right turn auxiliary lanes are not required unless there are special circumstances. Therefore, the need for right turn lanes within the study corridor was generally not evaluated. Deficiencies in deceleration/acceleration lengths, storage lengths, and taper lengths are noted in Table 2. Table 2: Corridor Turn Lane Evaluation LOCATION Dry Creek Road/Yosemite Street Intersection Dry Creek Road/Alton Court/Chester Street Intersection I-25/Dry Creek Road Southbound Ramp Intersection I-25/Dry Creek Road Northbound Ramp Intersection Dry Creek Road/Clinton Street/Inverness Drive West Intersection Dry Creek Road/Inverness Drive East Intersection Dry Creek Road/Geddes Avenue Intersection Dry Creek Road/Easter Avenue Intersection DESCRIPTION OF POTENTIAL DEFICIENCY Eastbound left turn deceleration lane does not meet storage length and taper length requirements. Westbound left turn deceleration lane does not meet storage length and taper length requirements. Eastbound left turn deceleration lane does not meet taper length requirements. Westbound left turn deceleration lane does not meet storage length and taper length requirements. Westbound left turn deceleration lane does not meet storage length and taper length requirements. Eastbound left turn deceleration lane does not meet taper length requirements. Eastbound left turn deceleration lane does not meet taper length requirements. Westbound left turn deceleration lane does not meet taper length requirements. Westbound left turn deceleration lane does not meet taper length requirements. Northbound left turn deceleration lane does not meet taper length requirements. Southbound left turn deceleration lane does not meet taper length requirements. Southbound left turn deceleration lane does not meet storage length and taper length requirements. 13

20 CORRIDOR FACILITIES Medians The Dry Creek Road study corridor has portions of raised and painted median. There is a raised median of varying width with curb and gutter along Dry Creek Road and Havana Street between Yosemite Street and just northeast of a commercial driveway located east of Inverness Drive East. The raised median area is primarily landscaped, with some portions of landscape cover material where the median narrows to provide left turn lanes at intersections. The raised median prohibits left turn movements at several residential and commercial driveways along the corridor, limiting those driveway movements to right-in/right-out movements only. Immediately northeast of the commercial driveway, the raised center median transitions to a painted median with left turn lanes provided at the intersections with Geddes Avenue and Easter Avenue, along with a commercial driveway. Fences and Walls There are sections of fences and/or walls along Dry Creek Road and Havana Street between Yosemite Street and Easter Avenue. All fences and walls are located behind the sidewalk or curb and gutter and are offset from the roadway. A summary of the fences and walls along the corridor is provided in Table 3. Table 3: Fences and Walls along Study Corridor LOCATION Willow Way to Yosemite Street (South side of Dry Creek Road) East of Yosemite Street to Walgreens Access (North side of Dry Creek Road) East of 7-Eleven/Bono s/drury Inn & Suites Access to I-25 Southbound Ramp Terminal (North side of Dry Creek Road) East of I-25 Southbound Ramp Terminal to I-25 Bridge (North side of Dry Creek Road) East of I-25 Southbound Ramp Terminal to I-25 Bridge (South side of Dry Creek Road) East of I-25 Bridge to I-25 Northbound Ramp Terminal (North side of Dry Creek Road) East of I-25 Bridge to I-25 Northbound Ramp Terminal (South side of Dry Creek Road) I-25 Northbound Off-Ramp (East side of ramp) TYPE Wood Fence with Masonry Pillars Stone Retaining Wall Wrought Iron Fence with Masonry Pillars Tiered Stone Retaining Walls Tiered Stone Retaining Walls Tiered Stone Retaining Walls Tiered Stone Retaining Walls Concrete Barrier with Chain Link Fence APPROXIMATE OFFSET FROM BACK OF SIDEWALK 2 feet 10 feet 15 to 30 feet 0 to 30 feet 0 to 24 feet 0 to 30 feet 0 to 24 feet 8 feet (from edge of traveled way) 14

21 CORRIDOR FACILITIES Roadway Lighting Lighting along the Dry Creek Road study corridor is limited to street lights mounted on traffic signal poles at each signalized intersection, with the exception of the following intersections where no street lighting exists. Dry Creek Road/Yosemite Street Dry Creek Road/Alton Court/S Chester Street (lights ordered for 2016 installation) Havana Street/Geddes Avenue Havana Street/Easter Avenue There is also a segment of roadway lighting in the center median east of the I-25 interchange between the Northbound I-25 Off Ramp and the commercial driveway located east of Inverness Drive East. Additionally, the I-25 bridge over Dry Creek Road has underdeck lighting. I-25 Interchange The I-25 and Dry Creek interchange has a diamond ramp configuration and the on ramps have ramp metering signals that are utilized during peak periods. The Southbound I-25 ramps are tightly fit between the Southeast Corridor Light Rail Transit (LRT) tracks and I-25. No deficiencies in the I-25 bridge over Dry Creek Road were noted in the CDOT Structure Inspection and Inventory Report. The bridge, built in 1987, has a Sufficiency Rating of 95.2 (good). Multimodal Infrastructure Conditions Several site visits were conducted along the Dry Creek Road study corridor to observe existing pedestrian and bicycle facility conditions within the study area, and to identify potential deficiencies. Observations noted during the site visits include: existing sidewalk conditions, general width of sidewalk (i.e. standard, wide or narrow), existing crosswalk marking conditions, type of pedestrian signal heads provided for signalized pedestrian crossings, approximate pedestrian crossing times, and overall compliance with the Americans with Disabilities Act (ADA) standards. The field observations for existing pedestrian facilities at each signalized intersection and roadway segment along the Dry Creek Road study corridor are summarized in Appendix A. Potential Transportation Infrastructure Deficiencies Potential infrastructure deficiencies observed along the study corridor during the field visit in November 2015 are illustrated in Figure 3. 15

22 CORRIDOR FACILITIES Figure 3: Potential Corridor Transportation Infrastructure Deficiencies 16

23 CORRIDOR FACILITIES Stormwater Facilities The Dry Creek Road study area is located within the Cottonwood Creek Watershed. There are two tributaries that cross or touch the study area. Havana Tributary A crosses Havana Street just north of Easter Avenue. Further south, Inverness Tributary C runs alongside Inverness Drive East, south of Dry Creek Road. There are numerous small ponds along Inverness Tributary C. The study area is shown on FEMA Flood Insurance Rate Map (FIRM) Panel 478K for Arapahoe County, Colorado and Incorporated Areas. The map number is 08005C0478K and the map was revised on December 17, The FIRMs do not depict a FEMA regulated floodplain for either Havana Tributary A or Inverness Tributary C within the immediate project area. There are no FEMA Letter of Map Revisions (LOMRs) that affect the study area. The nearest FEMA regulated floodplains are for Cottonwood Creek to the east and Little Dry Creek to the northeast. The study area is within the Southeast Metro Stormwater Authority (SEMSWA) service area boundary and the Urban Drainage and Flood Control District (UDFCD) boundaries. This area is covered by a report titled Outfall System Planning Cottonwood Creek Watershed, completed in June of The report was produced for the UDFCD and Arapahoe County by Delta Environmental Consultants. Utilities The study area includes a significant number of utilities. The area is highly developed, and the utilities are all generally buried. Area utilities are described below. Southgate Water and Sanitation District manages the water and sanitary sewer systems west of I-25 in the project area. Inverness Water and Sanitation District manages the water and sanitary sewer systems east of I-25 in the project area. The water lines generally run along the north side of Dry Creek Road. Fire hydrants and other appurtenances are also generally on the north side of Dry Creek. Sanitary sewer manholes are visible along the north side of Dry Creek Road east of I-25. Xcel Energy gas lines run along the south side of Dry Creek Road and the east side of Yosemite Street. Buried Xcel Energy electric lines also run along the south side of Dry Creek Road. City of Centennial and Arapahoe County fiber optic cable for traffic signal interconnect. Communications:» Buried MCI and AT&T communications lines are on the south side of Dry Creek Road. CenturyLink buried communication lines are on the north side of Dry Creek Road.» CenturyLink, Comcast, and AT&T facilities are also visible along Yosemite Street and along other cross streets within the project area.» Manholes within the Dry Creek Road pavement are for vaults/handholes for the buried communication lines. Locally-managed irrigation systems are present within the landscaped median and tree lawn areas of the corridor. 17

24 CORRIDOR FACILITIES Traffic signal and other ITS devices at intersections connect to existing electric power service and communication systems. There are closed circuit television (CCTV) cameras installed at the Dry Creek Road intersections with Clinton Street/Inverness Drive West, Inverness Drive East and Easter Avenue. Other intersections use in-pavement vehicle detection systems (loops). 18

25 VEHICULAR TRAFFIC OPERATIONS VEHICULAR TRAFFIC OPERATIONS The Dry Creek Road study corridor is classified as an urban arterial. Typically, the capacity and operations of the intersections of an urban arterial corridor define the operations of the corridor as a whole. However, queuing and speed analysis of the corridor between intersections will provide further insight to the overall health of the corridor operations. Measures of effectiveness (MOE) like average delay per vehicle, intersection Level of Service (LOS), arterial LOS, and average queue lengths were acquired from Synchro and SimTraffic (Version 9.1, build 904, revision 125) traffic analysis software. The Synchro/SimTraffic software package utilizes criteria described in the Highway Capacity Manual. Synchro was used to analyze intersection LOS using the HCM 2010 method and SimTraffic was used to analyze arterial LOS, vehicle delay and average queue lengths. LOS is a measure of effectiveness used to describe operation conditions at an intersection or along a corridor. LOS categories have a range from A to F and are based on the predicted delay in seconds per vehicle with LOS A being very good operations and LOS F having poor, congested operations. Existing corridor and lane configurations and balanced peak hour traffic volumes were used to analyze the intersection LOS for both existing and year 2040 analysis years. Table 4 summarizes the signalized intersection LOS thresholds used in this analysis. Table 4: Intersection Level of Service (LOS) Criteria LOS SIGNALIZED DELAY RANGE (SECONDS/VEHICLE) TWO-WAY STOP CONTROL DELAY RANGE (SECONDS/VEHICLE) A B C D E F 80 and above 50 and above Source: Highway Capacity Manual, 2010 Corridor LOS corresponds to the average travel speed on a segment between intersections and is different than intersection LOS, which represents the ability of an isolated intersection to accommodate traffic volumes. Table 5 displays the corridor LOS criteria used to evaluate each segment. Table 5: Corridor Level of Service (LOS) Criteria TRAVEL SPEED AS A PERCENTAGE TRAVEL SPEED RANGE (MPH)- TRAVEL SPEED RANGE (MPH)- LOS OF BASE FREE-FLOW SPEED YOSEMITE ST TO INVERNESS DR EAST INVERNESS DR EAST TO EASTER AVE A > 85% B 67-85% C 50 67% D 40 50% E 30 40% F < 30% < 12 < 14 Source: Highway Capacity Manual, 2010, and SEH 19

26 VEHICULAR TRAFFIC OPERATIONS Existing Traffic Conditions Traffic count data were collected within the study area during October Current and historic traffic count data were also compiled as available from DRCOG, City of Centennial, Arapahoe County, and CDOT. The traffic count data are included in Appendix B. Daily Traffic Volumes Daily traffic volumes were collected on October 27 and 28, 2015 at 25 locations within the study area. The daily traffic volumes collected for the project are shown in Figure 4. The traffic data were collected on a Tuesday and Wednesday to represent an average weekday. The traffic volumes along Dry Creek Road range from 21,150 to 47,800 vehicles per day with the greatest volumes east of I-25. According to the daily traffic volumes collected, Dry Creek Road carries approximately 47,800 vehicles per day (vpd) west of Clinton Street which represents the largest concentration of vehicles along the corridor, heavily influenced by the proximity of I-25. Peak Hour Traffic Volumes Existing turning movement counts as well as a Synchro base model were provided by DRCOG. The traffic volumes provided in the model were collected by DRCOG in March/April 2015 as part of the corridor signal timing project they are currently performing. Additional turning movement and daily traffic counts were collected for this study to augment the available DRCOG volumes. Both sets of data were used to assist in balancing the peak hour traffic volumes between study area intersections. Peak hour intersection count data were collected or compiled from DRCOG for this study at the following nine locations: Yosemite Street (Signalized) - Date collected: 4/15/2015 Alton Court/Chester Street (Signalized)- Date collected: 4/15/2015 I-25 SB Ramps (Signalized) - Date collected: 10/27/2015 I-25 NB Ramps (Signalized) - Date collected: 10/27/2015 Inverness Drive West/Clinton Street (Signalized) - Date collected: 10/27/2015 Inverness Boulevard (Signalized) - Date collected: 3/10/2015 Inverness Drive East (Signalized) - Date collected: 3/5/2015 Geddes Avenue (Signalized) - Date collected: 4/9/2015 Easter Avenue (Signalized) - Date collected: 10/27/2015 In order to analyze and simulate traffic operations in the corridor with Synchro/SimTraffic traffic analysis software, a network of AM and PM peak hour traffic with volumes balanced between the major intersections was created. The counts collected for this study were utilized in conjunction with the DRCOG data and other available traffic volume data to balance peak hour traffic volumes through the corridor. 20

27 VEHICULAR TRAFFIC OPERATIONS Figure 4: Existing Traffic and Intersection Level of Service 21

28 VEHICULAR TRAFFIC OPERATIONS Travel Patterns The daily volumes were collected at hourly intervals. Figure 5 displays the hourly fluctuation of the daily counts collected at three locations along Dry Creek Road; west of Clinton Street, West of the Southbound I-25 Off Ramp, and west of Yosemite Street. There are distinct time-of-day patterns at all of the locations. East of I-25, there is a pronounced AM peak occurring in the eastbound direction and PM peak in the westbound direction. West of I-25, the AM peak occurs in the westbound direction and PM peak in the eastbound direction. This traffic pattern indicates commuters using the I-25/Dry Creek interchange to access work locations immediately surrounding the interchange. West of Yosemite Street, the peak hour travel patterns are indicative of commuters traveling to/from the residential neighborhoods west of I-25. Figure 5: Hourly Traffic Distribution along Dry Creek Road 22

29 VEHICULAR TRAFFIC OPERATIONS An origin-destination study was conducted to gain an understanding of the existing underlying travel patterns within the study area, particularly traffic accessing the study area from the I-25 interchange ramps. Vehicle identification data (utilizing cell phone information) was collected during peak periods from 6:00am to 10:00am and from 3:00pm to 7:00pm as an average from Monday through Thursday over a 12-month period from 2014 to The vehicle identification data were matched to identify vehicles traveling from the I-25/Dry Creek Road interchange ramps to Dry Creek Road east of Yosemite Street, Dry Creek Road east of Inverness Drive East, and the areas immediately surrounding the interchange. The origins and destinations of traffic to and from the I-25/Dry Creek Road interchange ramps and study corridor are illustrated in Figure 6. Figure 6: Interchange Traffic Origins and Destinations 23

30 VEHICULAR TRAFFIC OPERATIONS Of the traffic exiting Southbound I-25 at Dry Creek Road during the AM peak period, 65% of the traffic travels east of the interchange and 15% of the off ramp traffic travels north of Inverness Drive East. Of the AM peak hour traffic exiting Northbound I-25 at the interchange, only 25% of the traffic travels west of the interchange. The large majority of traffic exiting I-25 at Dry Creek Road in the morning is traveling east of the freeway. A substantial amount of the traffic utilizing the interchange in the morning peak period is accessing the development areas immediately surrounding the interchange, via Alton Court/Chester Street, Inverness Drive West/Clinton Street, and Inverness Drive East. Over 75% of the traffic entering I-25 at the interchange during the PM peak period is from the areas east of I-25. Of the traffic entering Southbound I-25 at Dry Creek Road, 40% of the traffic is from Dry Creek Road north of Geddes Avenue. Only 5% of the traffic on the Southbound I-25 On Ramp and 10% of the traffic on the Northbound I-25 On Ramp is from Dry Creek Road west of Alton Court/Chester Street. The large majority of the traffic entering I-25 at Dry Creek Road in the afternoon is from east of the freeway. Lane Utilization Due to the closely-spaced intersections and the high-volume turning movements, evaluating the lane utilization through the corridor is important for understanding the operational conditions and issues along Dry Creek Road. Examining the major travel patterns through the area, the lane utilization was evaluated for the following movements: Right and left turn movements from the I-25 Southbound Off Ramp Right turn movement from the I-25 Northbound Off Ramp Eastbound through movement at Dry Creek Road/I-25 West Ramps intersection Eastbound through and right turn movements at Dry Creek Road/Inverness Drive West/Clinton Street intersection Videos of traffic conditions for these movements were recorded on October 27, 2015 during the AM peak, mid-day off peak, and PM peak periods. The videos were evaluated to determine the lane utilization of the movements to calibrate the traffic analysis, as well as to identify potential improvement alternatives. The AM and PM peak hour lane utilization for the above movements are illustrated in Figure 7. Observations were noted when analyzing the videos of traffic conditions. There is an issue with vehicles weaving between the I-25 Northbound Off Ramp and Inverness Drive West/Clinton Street intersections. A majority of the drivers using the free right turn lane from the I-25 Northbound Off Ramp need to merge into traffic before the Inverness Drive West/Clinton Street intersection because the lane becomes an exclusive right turn lane at the intersection. Vehicles need to merge in a short distance (just under 250 feet) in order to get out of the right turn lane to Inverness Drive West. The weaving between the intersections introduces a maneuvering conflict that results in degraded traffic operations and increased exposure to collisions. At the I-25 Southbound Off Ramp, drivers tend to get in the lane that will most easily lead them into the correct lane going eastbound on Dry Creek Road. This is most noticeable during the off peak hours, when there is less traffic and shorter queues on the ramp. During the congested AM and PM peak hours, drivers tend to utilize whichever lane has the fewest cars in order to get through the intersection at a green light, resulting in the lanes being utilized more equally. This 24

31 VEHICULAR TRAFFIC OPERATIONS leads to weaving issues between the I-25 Northbound Off Ramp and Inverness Drive West/Clinton Street intersections. Figure 7: Peak Hour Lane Utilization Also, an overwhelming majority of vehicles making the eastbound right turn movement at Inverness Drive West utilize the free right turn lane. Very few vehicles were observed making a right turn at the signal from the shared through-right lane during the AM peak hour. However, some vehicles may make that movement during off peak periods to facilitate a simpler merge into a left turn lane at the adjacent intersection along Inverness Drive West south of Dry Creek Road. It is evident that the lane utilization along the study corridor is related to peak hour traffic flows and destinations. Drivers utilizing the outside left turn lane on the I-25 Southbound Off Ramp are most likely destined to take a right turn onto either Inverness Drive West, Inverness Boulevard or Inverness Drive East. During both the AM and PM peak hours, a 65% lane utilization in that particular lane was observed. Similarly, drivers on the I-25 Northbound Off Ramp tend to utilize the free right turn lane to facilitate a free-flow path for the right turn at Inverness Drive West or weave over one lane to travel through to then turn right at Inverness Boulevard and Inverness Drive East. Additionally, eastbound drivers on Dry Creek Road at the I- 25 West Ramps and at the Inverness Drive West/Clinton Street intersections utilize the second and third lane more than the first lane. This is most likely due to it being easier to access Inverness Drive West, Inverness Boulevard, and Inverness Drive East from the second or third lane, which correlates with the results from the origin-destination study. 25

32 VEHICULAR TRAFFIC OPERATIONS Existing Traffic Operations The Synchro model utilized for this study maintained the existing signal timing as was in the model received from DRCOG. However, numerous roadway and link modifications were made to calibrate the model to observed corridor conditions. The existing intersection operations are displayed in Figure 4 and summarized in Table 6. There may be some instances where individual movements operate poorly; however, intersection operations are evaluated based on a desired overall intersection operation of LOS D or better, which is consistent with typical standards for urban, signalized intersections. HCM 2010 reports were generated by Synchro for each study intersection. Existing intersection operation reports are included in Appendix C. According to the reports, the Dry Creek Road/Yosemite Street and Dry Creek Road/I-25 East Ramps signalized intersections operate at LOS E during the PM peak hour. All other signalized intersections within the study area operate at LOS D or better during each of the peak hours. Table 6: Existing Intersection Level of Service (LOS) Results DRY CREEK ROAD INTERSECTION LOS AM/PM PEAK HOUR DELAY (SEC/VEH) Yosemite Street C / E 20.0 / 66.2 Chester Street/Alton Court D / D 49.6 / 44.8 I-25 West Ramps C / D 29.2 / 38.9 I-25 East Ramps B / E 18.0 / 60.8 Inverness Drive West/Clinton Street C / C 26.0 / 26.5 Inverness Boulevard A / A 4.4 / 9.9 Inverness Drive East A / C 3.2 / 21.3 Geddes Street A / B 5.2 / 13.0 Easter Avenue B / C 19.7 / 23.3 Briarwood Avenue B / C 13.3 / 25.5 Arapahoe Road C / D 37.4 / 45.2 Source: Highway Capacity Manual, 2010 Existing corridor operations for the Dry Creek Road study corridor, including travel speed and LOS, were also analyzed. Average travel speeds along the Dry Creek Corridor were recorded in SimTraffic from Yosemite Street to Easter Avenue. Existing corridor operation reports are included in Appendix C. The corridor operations are summarized in Table 7. The AM peak hour performs poorly in the eastbound direction from Yosemite Street to Inverness Drive East. The overall average speed for eastbound Dry Creek Road between Yosemite Street and Inverness Drive East during the AM Peak is 9 MPH. The westbound direction along Dry Creek Road during PM peak is comparable to the AM Peak with an average speed of 8 mph and an overall LOS of F. Two segments, from the I-25 West Ramps to Alton Court and Alton Court to Yosemite Street, experience poor speed conditions during the PM peak hour with an average corridor speed of only 5 MPH. 26

33 Eastbound Northbound Southbound Westbound DIRECTION Source: Highway Capacity Manual, 2010 VEHICULAR TRAFFIC OPERATIONS Table 7: Existing Corridor Level of Service (LOS) Results DRY CREEK ROAD SEGMENT AM/PM PEAK HOUR LOS SPEED (MPH) Yosemite St to Alton Ct St D / F 17 / 9 Chester St/Alton Ct St to I-25 West Ramps F / F 8 / 5 I-25 West Ramps to I-25 East Ramps F / F 3 / 7 I-25 East Ramps to Inverness Dr W/Clinton St D / C 14 / 21 Inverness Dr W/Clinton S to Inverness Blvd F / C 10 / 21 Inverness Blvd to Inverness Dr E F / A 7 / 32 OVERALL F / F 9 / 9 Inverness Dr E to Geddes St F / B 7 / 25 Geddes St to Easter Ave B / C 24 / 23 OVERALL D / C 17 / 23 Easter Ave to Geddes St A / A 34 / 35 Geddes St to Inverness Dr E A / A 30 / 34 OVERALL A / A 32 / 35 Inverness Dr E to Inverness Blvd D / C 17 / 19 Inverness Blvd to Inverness Dr W/Clinton St C / E 18 / 13 Inverness Dr W/Clinton St to I-25 East Ramps C / E 20 / 12 I-25 East Ramps to I-25 West Ramps F / D 9 / 15 I-25 West Ramps to Alton Ct F / F 9 / 5 Chester St/Alton Ct to Yosemite St D / F 17 / 4 OVERALL D / F 17 / 8 In addition to intersection and corridor LOS evaluation, queues along the Dry Creek Road study corridor were reviewed to more closely identify areas of congestion. SimTraffic traffic analysis software was used to determine average queue lengths for each movement along the corridor, in addition to queues along the I-25 Southbound and I-25 Northbound off ramps. The average queue lengths for each intersection movement are summarized in Appendix D. The longest 95th-percentile queue during the AM and PM peak hours for each intersection approach along Dry Creek Road and Havana Street are illustrated in Figure 8. Queuing problems generally occur between the interchange and the Clifton Street/ Inverness Drive West intersections with vehicles extending through the adjacent intersections. The long queues generally occur in the eastbound direction during the AM peak hour and in the westbound direction during the PM peak hour, consistent with the peak hour commuting travel direction of the corridor. 27

34 VEHICULAR TRAFFIC OPERATIONS Figure 8: Existing AM and PM Queue Lengths along Dry Creek Road Future Traffic Conditions The horizon year for this study is 2040, consistent with the horizon year for the current adopted DRCOG Regional Transportation Plan. The DRCOG 2040 regional travel demand model was used to develop 2040 traffic forecasts for the study area roadways. Travel Demand Forecasting Due to the complexity of real-world travel behavior, the travel demand model is not expected to provide precise traffic volume forecasts. To improve the reliability of forecasts, a postprocessing adjustment of the 2040 traffic volumes was performed. The adjustment methodology compared the existing year model traffic volumes to actual traffic counts in the study area. The 2040 traffic forecasts were adjusted based on this factor for model versus actual traffic volumes. The DRCOG model was reviewed and modifications made to improve the model s representation of actual land uses and roadway and transit systems. As a regional model, the travel characteristics within the study area are affected by elements of the model well outside the study area. In order to provide reliable traffic forecasts for the study, model modifications were made both within the study area and a larger area surrounding the study area. The model was generally reviewed between Quebec Street and Peoria Street/Broncos Parkway and between Peakview Avenue and County Line Road. Adjustments were made to the roadway network, the traffic analysis zone (TAZ) structure, and socioeconomic data. Roadway and Transit Network The roadway and transit networks in the DRCOG 2015 and 2040 models were checked for accuracy within the vicinity of the project study area. Roadway links were reviewed for accurate 28

35 29 VEHICULAR TRAFFIC OPERATIONS facility types, connections, and lane configurations. Transit networks were reviewed for accurate route alignment and connections. Numerous refinements and adjustments to both the 2015 and 2040 roadway networks were required in order to accurately portray the roadway network within the study area. The following roadway lane configurations were adjusted in both the 2015 and 2040 models: Clinton Street from Arapahoe Road to Geddes Avenue (2 to 4 lanes) Geddes Avenue from Clinton Street to Havana Street (2 to 4 lanes) Easter Avenue from Clinton Street to Havana Street (2 to 4 lanes) Costilla Avenue from Fulton Street to Havana Street (2 to 4 lanes) Briarwood Avenue from Havana Street to Lima Street (2 to 4 lanes) Chester Street from Dry Creek Road to County Line Road (2 to 4 lanes) Boston Street from Arapahoe Road to Caley Avenue (2 to 4 lanes) Peakview Avenue from Boston Street to 500 feet west of Havana Street (4 to 2 lanes) Peakview Avenue from Havana Street to Peoria Street (2 to 4 lanes) In addition to the adjustments to existing roadway links in the 2015 and 2040 models, several roadway facilities were added to the 2015 and 2040 models. The new links are listed below: Fulton Street from Clinton Street to Costilla Avenue (4-lane collector) Joliet Street from Easter Avenue to Inverness Drive East as (4-lane collector) Inverness Drive East from Dry Creek Road to Lima Street as (4-lane collector) Geddes Avenue from Havana Avenue to Joliet Street (4-lane collector) Alton Way east of Yosemite Street (2-lane collector) Alton Court from Alton Way to Dry Creek Road (2-lane collector) TAZ connections were also added or modified where appropriate. No changes were made to the 2015 and 2040 transit networks. Traffic Analysis Zone Structure The DRCOG regional travel demand model utilizes TAZs to represent land uses throughout the region. Socioeconomic data is aggregated and assigned to the TAZ zone system. Within and surrounding the study area, numerous zones in the TAZ system cover large and occasionally disjointed areas. For the purposes of this study, the TAZs were modified in order to improve the distribution of employment and households and the access points to the roadway system within the 2015 and 2040 models. Eight TAZs were split and their land uses disaggregated into 21 zones, resulting in an additional 13 zones within the vicinity of the project study area. An illustration of the modified TAZ system is provided in Appendix E. Socioeconomic Data The DRCOG 2015 and 2040 socioeconomic data were also reviewed for accuracy for zones inside and within close proximity to the study area, including portions of unincorporated Arapahoe

36 VEHICULAR TRAFFIC OPERATIONS County, the City of Centennial, and the City of Greenwood Village. Household and employment numbers from the 2015 and 2040 models were reviewed and adjustments made, where appropriate. The 2015 Census and Local Employment Dynamics data, land use assumptions from the ongoing South I-25 Urban Corridor Study, and assumptions from the C-470 Investment Grade Traffic & Revenue Study were referenced during the review process. All adjustments to the household and employment data in the 2015 and 2040 models were made in conjunction with City of Centennial and Arapahoe County staff. The household and employment data were disaggregated and redistributed for the modified TAZ system using Census data, aerial photography, and field surveys as a guide. Land use values in the zones of the modified TAZ system are shown in Appendix E. Within the vicinity of the study area, household totals from the DRCOG models were increased in 2015 by approximately 215, an increase of just fewer than 3%. This increase was predominantly due to the DRCOG model not including households located south of Dry Creek Road and east of Inverness Drive West. In the year 2040 model, household totals from the DRCOG model were decreased by approximately 1,470, a decrease of over 10%. Employment totals were decreased by approximately 6,200 and 8,350 in the 2015 and 2040 models, respectively. This equates to a decrease of approximately 11% and 9%, respectively Traffic Operations Projected traffic forecasts for 2040 within the study area are illustrated in Figure 9, along with the intersection LOS. Traffic along Dry Creek Road at the I-25 interchange is expected to increase significantly, with an almost 40% increase to over 65,000 vehicles per day immediately east of the interchange. West of Yosemite Street, traffic on Dry Creek Road increases by around 40% to over 32,000 vehicles per day. Traffic on Yosemite Street north and south of Dry Creek Road increases to over 20,000 vehicles per day. Traffic is also expected to increase substantially to the east with almost 50% on Havana Street north of Inverness Drive East. However, there is a lower increase in traffic along Havana Street north of Easter Avenue, as the growth in development and related traffic volumes along the Dry Creek Road study corridor occurs to the south and east of Easter Avenue. Traffic along the cross-streets of the Dry Creek study corridor also increases substantially as more development occurs within the area surrounding the interchange, particularly in the southwest, southeast, and northwest quadrants of the I-25 interchange. Daily traffic volumes along Chester Street and Inverness Drive West, south of Dry Creek Road, are expected to double to over 20,000 vehicles per day by Daily traffic volumes along Alton Court, north of Dry Creek Road, almost triple from the 2015 daily volumes, but remain below 15,000 vehicles per day. Traffic volumes along I-25 north and south of the Dry Creek Road interchange increase by about 25% from 2015 to Traffic forecasts along Arapahoe Road show an increase of 20-30% at the Havana Street intersection. 30

37 VEHICULAR TRAFFIC OPERATIONS Figure 9: 2040 Traffic Volumes and LOS 31

38 VEHICULAR TRAFFIC OPERATIONS The 2040 peak hour traffic operations are summarized in Tables 8 and 9 along with results of the existing operational analysis. The intersection operation reports are included in Appendix C. Six out of the 11 intersections analyzed are predicted to perform at LOS F during the 2040 AM and/or PM peak hours, assuming no improvements are made to the existing corridor. Four of the eleven intersections perform at LOS F during both the AM and PM peak hours; Yosemite Street, Chester Street, I-25 West Ramps, and Easter Avenue. The intersections that perform the worst are the Havana Street/Easter Avenue intersection and intersections west of I-25. The other three intersections perform at LOS C or better during both the AM and PM peak hours. Table 8: 2040 Intersection Level of Service (LOS) Results AM Peak Hour Intersection LOS Existing 2040 Delay (sec/veh) LOS Delay (sec/veh) Difference (sec/veh) Yosemite Street C 20 F Chester Street/Alton Court D 49.6 F I-25 West Ramps C 29.2 F I-25 East Ramps B 18 D Inverness Drive West/Clinton Street C 26 D Inverness Boulevard A 4.4 C Inverness Drive East A 3.2 A Geddes Street A 5.2 A Easter Avenue B 19.7 F Costilla Avenue/Briarwood Avenue B 13.3 C Arapahoe Road C 37.4 E Source: Highway Capacity Manual, 2010 Table 9: 2040 Intersection Level of Service (LOS) Results PM Peak Hour Intersection LOS Existing 2040 Delay (sec/veh) LOS Delay (sec/veh) Difference (sec/veh) Yosemite Street E 66.2 F Chester Street/Alton Court D 44.8 F I-25 West Ramps D 38.9 F I-25 East Ramps E 60.8 F Inverness Drive West/Clinton Street C 26.5 F Inverness Boulevard A 9.9 C Inverness Drive East C 21.3 C Geddes Street B 13 C Easter Avenue C 23.3 F Costilla Avenue/Briarwood Avenue C 25.5 D Arapahoe Road D 45.2 E Source: Highway Capacity Manual,

39 DIRECTION Eastbound Northbound Southbound Westbound VEHICULAR TRAFFIC OPERATIONS 2040 corridor operations for the Dry Creek Road study corridor were also analyzed. The resulting travel speed and LOS measurements are summarized along with the 2015 corridor results in Table 10 and corridor operation reports are included in Appendix C. Corridor speeds are predicted to deteriorate, resulting in longer travel time delay and a lower corridor LOS. All intersections along Dry Creek Road, eastbound and westbound, from Yosemite Street to Inverness Drive East are predicted to perform at LOS F during the 2040 AM and/or PM peak hour. The travel speeds during both peak hours are expected to decrease into the single digits and are predicted to perform at overall LOS F during both peak hours. Table 10: 2040 Corridor Level of Service (LOS) Results AM Peak Hour DRY CREEK ROAD SEGMENT LOS AM/PM PEAK HOUR EXISTING 2040 SPEED (MPH) LOS SPEED (MPH) DIFFERENCE (MPH) Yosemite St to Chester St D 17 F 3-14 Chester St to I-25 West Ramps F 8 F 3-5 I-25 West Ramps to I-25 East Ramps F 3 F 4 1 I-25 East Ramps to Inverness Dr W/Clinton St D 14 F 7-7 Inverness Dr W/Clinton S to Inverness Blvd F 10 F 9-1 Inverness Blvd to Inverness Dr E F 7 F 6-1 OVERALL F 9 F 4-5 Inverness Dr E to Geddes St F 7 F 7 0 Geddes St to Easter Ave B 24 C 21-3 Easter Ave to Briarwood Ave C 27 D 18-9 Briarwood Ave to Arapahoe Rd F 5 F 4-1 OVERALL E 16 F 13-3 Arapahoe Rd to Briarwood Ave F 6 E Briarwood Ave to Easter Ave E 19 C 27 8 Easter Ave to Geddes St A 34 B 27-7 Geddes St to Inverness Dr E A 30 F 8-22 OVERALL D 22 D 18-4 Inverness Dr E to Inverness Blvd D 17 F 7-10 Inverness Blvd to Inverness Dr W/Clinton St CE 18 F 3-15 Inverness Dr W/Clinton St to I-25 East Ramps C 20 F 5-15 I-25 East Ramps to I-25 West Ramps F 9 E 13 4 I-25 West Ramps to Chester St F 9 F 8-1 Chester St to Yosemite St D 17 F 9-8 OVERALL D 17 F 7-10 Source: Highway Capacity Manual,

40 DIRECTION Eastbound Northbound Southbound Westbound VEHICULAR TRAFFIC OPERATIONS Table 11: 2040 Corridor Level of Service (LOS) Results PM Peak Hour DRY CREEK ROAD SEGMENT LOS AM/PM PEAK HOUR EXISTING 2040 SPEED (MPH) LOS SPEED (MPH) DIFFERENCE Yosemite St to Chester St F 9 F 2-7 Chester St to I-25 West Ramps F 5 F 2-3 I-25 West Ramps to I-25 East Ramps F 7 F 7 0 I-25 East Ramps to Inverness Dr W/Clinton St C 21 C 19-2 Inverness Dr W/Clinton S to Inverness Blvd C 21 D 17-4 Inverness Blvd to Inverness Dr E B 32 B 30-2 OVERALL F 9 F 5-4 Inverness Dr E to Geddes St C 25 E 21-4 Geddes St to Easter Ave C 23 C 26 3 (MPH) Easter Ave to Briarwood Ave C 30 F 6-24 Briarwood Ave to Arapahoe Rd F 4 F 2-2 OVERALL C 21 B 14-7 Arapahoe Rd to Briarwood Ave D 20 D 18-2 Briarwood Ave to Easter Ave B 35 C 29-6 Easter Ave to Geddes St B 35 C 29-6 Geddes St to Inverness Dr E B 34 D OVERALL B 31 C 24-7 Inverness Dr E to Inverness Blvd D 19 F 6-13 Inverness Blvd to Inverness Dr W/Clinton St E 13 F 6-7 Inverness Dr W/Clinton St to I-25 East Ramps E 12 F 5-7 I-25 East Ramps to I-25 West Ramps E 15 F 6-9 I-25 West Ramps to Chester St F 5 F 7 2 Chester St to Yosemite St F 4 F 6 2 OVERALL F 8 F 5-3 Source: Highway Capacity Manual, 2010 By 2040, increased queues can be expected if no improvements are made to the existing corridor. The longest 95th-percentile queue expected during the AM and PM peak hours for each intersection approach along Dry Creek Road and Havana Street are illustrated in Figure 10. Queues are expected to extend beyond the upstream intersection during the 2040 AM and/or PM peak hour along Dry Creek Road at the approaches at the Yosemite Street, Chester Street, I-25 West Ramps, Inverness Drive West/Clinton Street, Inverness Boulevard, and Inverness Drive East intersections. Queuing issues are expected to continue to occur generally in the eastbound direction in the morning and the westbound direction in the afternoon peak hours. Average queue lengths for the 2040 conditions are summarized by movement and compared to existing conditions in Appendix D. 34

41 VEHICULAR TRAFFIC OPERATIONS Figure 10: 2040 AM and PM Queue Lengths along Dry Creek Road 35

42 CRASH HISTORY CRASH HISTORY Crash data was compiled and analyzed along the Dry Creek Road study corridor from Yosemite Street to Easter Avenue for a five year period from January 1, 2010 to December 30, The crash data for the corridor was provided by CDOT, as collected from State Patrol and Arapahoe County Sheriff. The majority of the crashes along the corridor were intersection-related. The non-intersection-related crashes comprised mostly of rear-end collisions and also sideswipe collisions. Mid-block rear-end collisions are typically indicators of vehicle congestion that is poor enough to cause vehicle-vehicle interaction beyond the influence of the intersection. Additionally, there were numerous sideswipe collisions associated with the westbound right turn lane that drops at the Yosemite Street intersection. The summarized crash data is illustrated in Figure 11. Crash Types and Location An understanding of the types of crashes at an intersection assists in identifying mitigation measures with the highest potential for crash reduction. The types of crashes at each intersection along the Dry Creek Road study corridor are summarized in Table 12. Rear-end crashes account for the majority (41%) of crashes along the corridor. These types of crashes are consistent with the congestion typically experienced during peak hours. Table 12: Dry Creek Corridor Crash Type and Location ( ) CRASH TYPE / LOCATION REAR END APPROACH TURN BROADSIDE SIDESWIPE (SAME DIRECTION) SIDESWIPE (OPPOSITE DIRECTION) OVERTAKING TURN FIXED OBJECT PEDESTRIAN/ BICYCLE OTHER TOTAL Yosemite St Chester St/Alton Ct I-25 West Ramps I-25 East Ramps Inverness Dr West / Clinton St Inverness Blvd Inverness Dr East Geddes Ave Easter Ave Total Percentage 41.0% 14.9% 21.0% 10.5% 1.4% 1.0% 7.1% 1.4% 1.7% 100.0% Source: CDOT 36

43 CRASH HISTORY Figure 11: Dry Creek Corridor Crash History ( ) 37

44 CRASH HISTORY Location and severity of the intersection crashes were also analyzed and are summarized in Table 13. A total of 295 intersection-related crashes were reported from 2010 to 2014 with over 20% involving personal injury. The majority of crashes occurred at intersections west of I-25. The Yosemite Street intersection experienced the highest number of total crashes (61) and the highest number of personal injury crashes (14) and had the only recorded fatality over the five-year crash study period. The fatality was an approach turn crash involving a vehicle making a westbound left turn versus an eastbound through vehicle. Table 13: Dry Creek Corridor Crash Location and Severity ( ) LOCATION FATAL INJURY PROPERTY DAMAGE ONLY (PDO) Yosemite St Chester St/Alton Ct I-25 West Ramps I-25 East Ramps Inverness Dr West / Clinton St Inverness Blvd Inverness Dr East Geddes Ave Easter Ave TOTAL Total Percentage 0.3% 23.1% 76.6% 100.0% Source: CDOT Crash Rates and Severity Index Crash rates per million entering vehicles (MEV) were calculated for each intersection, as summarized in Table 14. The Yosemite Street intersection had the highest crash rate, followed by the Alton Court intersection. A severity index adjustment factor was used to develop weighted rates based on a crash severity. The adjustment factor was applied to the total number of crashes to reflect the crash severity at each intersection. Arapahoe County uses an adjustment factor of 12 for fatal crashes, 5 for injury crashes and 1 for PDO. Using this method, the Yosemite Street intersection had the highest recorded severe score (128), which is nearly double the second-highest ranked intersection at the I-25 West Ramps (69). The adjusted crash totals were used to recalculate the intersection crash rate (in MEV) to reflect the severity at each intersection. Reviewing these rates for relative safety with the other intersections along the corridor shows that Yosemite Street experiences a significantly higher crash severity rate than all of the other intersections. Easter Avenue and Alton Court are the other two locations with a crash severity rate higher than 1.0. These crash rate values may or may not be cause for safety concerns, but it does provide information of relative safety compared to the other intersections along the corridor. 38

45 CRASH HISTORY Table 14: Dry Creek Corridor Crash Severity Index ( ) LOCATION CRASHES PER MEV TOTAL CRASHES WITH SEVERITY INDEX ADJUSTMENT CRASHES PER MEV WITH SEVERITY INDEX ADJUSTMENT Yosemite St Alton Ct I-25 West Ramps I-25 East Ramps Inverness Dr West / Clinton St Inverness Blvd Inverness Dr East Geddes Ave Easter Ave Source: CDOT Predicted Norms Intersection crashes were compared to the Safety Performance Function curve (SPF) of an urban 6-lane, divided, signalized 4-leg intersection 1 to determine the potential for accident reduction. Level of Service of Safety (LOSS) is related to the SPF curve and reflects the performance of a roadway with respect to the expected accident frequency at a certain average annual daily traffic (AADT). LOSS is rated from I to IV with I indicating low potential for accident reduction, II indicating better than expected safety performance, III indicating less than expected safety performance and IV indicating high potential for accident reduction. All intersections within the study area performed at LOSS of I, indicating that there is a low potential for accident reduction. The LOSS evaluation information is included in Appendix F. Due to the nature of the SPF curve and corresponding LOSS, an additional analysis was performed in order to determine if there are any prevailing crash patterns within the dataset that have a higher-thanaverage potential for crash reduction. Each crash type for the major intersections along the Dry Creek Corridor was compared to the statewide average for urban 6-lane, divided, signalized 4-leg intersections. After comparing the crash types to the statewide averages, it was noted that every intersection along the corridor had one or more crash patterns that were above the predicted norm for similar intersections. Table 15 summarizes the crashes at each intersection in comparison to the statewide average for similar intersections. The results show that the Dry Creek Road/Yosemite Street intersection experienced 61 crashes during the five-year period. While the LOSS shows a low potential for crash reduction, there were nine broadside collisions and ten sideswipe collisions that exceed the norm for this type of intersection. The sideswipe collisions could possibly be attributed to the westbound lane drop with the right turn at Yosemite Street. Additionally, there appear to be higher-than-expected sideswipe collisions at all the intersections west of the I-25 northbound ramps, which could indicate significant weave volumes along this section. Broadside collisions appear to be overrepresented at both I-25 ramps which may indicate an issue associated with congestion as aggressive drivers may attempt to proceed through the intersection when the signal indicator has already turned red. Vehicle queues have been observed 1 Safety Performance Functions for Intersections, Colorado Department of Transportation HQ Safety and Traffic Engineering Branch. January

46 CRASH HISTORY extending into the on-ramp intersections during peak period ramp metering operations, which may be contributing to broadside collisions. Table 15: Intersection Crash Comparison PERCENTAGE OF TOTAL CRASHES CRASH TYPE / LOCATION REAR END APPROACH TURN BROADSIDE SIDESWIPE (SAME DIRECTION) SIDESWIPE (OPPOSITE DIRECTION) OVERTAKING TURN FIXED OBJECT PEDESTRIAN/ BICYCLE Statewide Average 48.7% 20.1% 12.6% 9.2% 0.4% 1.3% 0.2% 1.5% Yosemite St 45.9% 14.8% 14.8% 16.4% 1.6% 0.0% 3.3% 1.6% Chester St/Alton Ct 55.9% 11.8% 11.8% 11.8% 2.9% 5.9% 0.0% 0.0% I-25 West Ramps 29.7% 27.0% 18.9% 18.9% 0.0% 0.0% 5.4% 0.0% I-25 East Ramps 46.5% 9.3% 27.9% 7.0% 0.0% 0.0% 9.3% 0.0% Inverness Dr West / Clinton St 35.5% 22.6% 16.1% 9.7% 0.0% 0.0% 16.1% 0.0% Inverness Blvd 53.3% 20.0% 6.7% 6.7% 0.0% 0.0% 6.7% 0.0% Inverness Dr East 34.5% 13.8% 20.7% 6.9% 0.0% 3.4% 17.2% 0.0% Geddes Ave 25.0% 0.0% 45.0% 5.0% 0.0% 0.0% 10.0% 5.0% Easter Ave 36.0% 12.0% 36.0% 0.0% 8.0% 0.0% 0.0% 8.0% Source: CDOT One of the major crash patterns along the corridor was broadside crashes. Seven out of the nine intersections including Yosemite Street, I-25 West Ramps, I-25 East Ramps, Inverness Drive West/Clinton Street, Inverness Drive East, Geddes Avenue, and Easter Avenue, had a higher-than-average amount of broadside crashes. Another prevalent crash pattern was sideswipe (same-direction) crashes, which were higher than the predicted norm at Yosemite Street, Chester Street/Alton Court, I-25 West Ramps and Inverness Drive West/Clinton Street. Other crash patterns will be analyzed at each intersection with the study in order to develop potential traffic safety alternatives. Fixed object crashes were not noted as a prevalent crash pattern due to the small number of actual crashes that were reported as having that crash type. 40

47 CORRIDOR MULTIMODAL MOBILITY CORRIDOR MULTIMODAL MOBILITY This section analyzes current conditions, potential non-motorized demand, and future opportunities for multimodal mobility within the corridor. Much of the existing multimodal mobility is provided through the Regional Transportation District (RTD) LRT at Dry Creek Station. Weekday service headways range from 6 to 15 minutes. Most riders travel to and from the area north of Dry Creek Station. The general lack of non-motorized facilities within the study area provides challenges for people wishing to access the corridor via foot or bike. Although sidewalks provide access through much of the study area, the car-dominant environment makes walking and bicycling uncomfortable. Transit Two LRT lines provide access along the South I-25 corridor to Downtown Denver. The lines also travel south to Lincoln Station in Lone Tree. While these routes provide regional service, surrounding roads create a barrier to accessing Dry Creek Station within the study area. In addition to the LRT lines, the local bus Route 66 provides service along Arapahoe Road. Two Call-n-Rides fall within the study area boundaries, including a Flex Route that provides regular loops to and from Dry Creek Station during peak periods (more details provided later in this section). Dry Creek Light Rail Station LRT The LRT E and F lines serve Dry Creek Station, located on the southwest corner of the I-25/Dry Creek Road interchange. The E line originates at Union Station in Downtown Denver and the F line originates at 18 th and California. Both lines terminate at Lincoln Station in Lone Tree. Riders can access Dry Creek Station from the west side of I-25 at the Park-n-Ride located north of the station platform and from the east side of I-25 via the pedestrian bridge that crosses I-25 and Inverness Drive. Trains traveling south from Dry Creek Station to County Line Station and Lincoln Station have headways between 6 and 12 minutes during the AM peak period 6:30 AM - 8:30 AM on weekdays (Monday - Thursday). During the weekday PM peak period (4:30 PM - 6:30 PM), headways are slightly longer at 6 to 15 minutes. Each line operates at 15 minute frequencies during both the AM and PM peak periods. Trains traveling north from Dry Creek Station towards Downtown Denver have headways between 6 and 9 minutes in the morning and 6 and 15 minutes in the evening. During the midday period, trains come less often every 15 minutes for the combined routes and every 30 minutes for each line. The LRT headways are summarized in Table

48 CORRIDOR MULTIMODAL MOBILITY DIRECTION Northbound (Combined) Southbound (Combined) AM PEAK PERIOD (6:30 AM- 8:30 AM) 6-9 minutes 6-12 minutes December 2015 Schedule Source: RTD Table 16: LRT Headways at Dry Creek Station MIDDAY (8:30 AM-4:30 PM) 15 minutes until approximately 2 PM, then 6-15 minutes 15 minutes until approximately 2 PM, then 6-15 minutes PM PEAK PERIOD (4:30 PM-6:30 PM) 6-15 minutes 6-15 minutes The Denver South TMA recently conducted counts of boarding and alighting passengers at multiple LRT stations, including Dry Creek Station. Figure 12 shows morning and afternoon weekday boardings and alightings for light rail stations along the southeast rail corridor. Lincoln Station experiences the greatest passenger activity during the morning and afternoon weekday period, with approximately 2,000 total boardings and alightings. Arapahoe at Village Center Station is the second most popular station along the I-25 corridor with almost 1,500 boardings and alightings during peak periods. Total boardings and alightings for Dry Creek Station during peak periods is a little over 900. RTD data show similar patterns for passenger activity over the course of the entire day. Figure 12: I-25 Corridor LRT AM and PM Peak Weekday Boardings and Alightings 2,000 1,500 1, Belleview Orchard Arapahoe Dry Creek County Line Lincoln Board Alight October 2015 Weekday Average for two counts during AM peak period (6:45 AM-9:00 AM) and PM peak period (4:15 PM-6:30 PM) Source: Economic and Planning Systems Figure 13 shows the boardings and alightings at Dry Creek Station. Over the course of the day, Dry Creek Station experiences the most activity during the two peak periods. During both of these times, about 700 riders get on and off the LRT. There are slightly more riders alighting in the AM peak period and boarding in the PM peak period. Midday activity is roughly equal, with about 150 riders boarding and alighting, respectively. About 65% of people moving through the station during the AM peak are alighting, presumably traveling to work in the area surrounding Dry Creek Station. In the evening, the trend is slightly higher with about 45% of all Dry Creek Station afternoon riders boarding at this stop. This is likely because the AM peak tends to be less spread out, with a more concentrated peak pattern, than the PM peak period. 42

49 CORRIDOR MULTIMODAL MOBILITY Figure 13: Dry Creek Station Weekday Daily Boardings and Alightings AM Peak Midday PM Peak Board Alight January 2015 Weekday (Monday-Thursday) Source: RTD Overall, most alighting riders travel southbound, towards Lincoln Station, and most boarding riders travel northbound, towards Downtown Denver. Almost all (95%) of southbound and northbound riders make this movement. Riders, likely commuters, travel northbound from Dry Creek Station, presumably to the Denver Tech Center or Downtown. Figure 14 shows the concentration of people traveling northbound from Dry Creek Station and southbound to Dry Creek Station in the AM and PM peak periods. Figure 14: Dry Creek Station AM and PM Peak Weekday Boardings and Alightings 400 Southbound Southbound Northbound 298 Southbound 373 Northbound 362 Southbound Northbound 16 Northbound 13 Board Alight Board Alight Morning Peak Afternoon Peak January 2015 Weekday (Monday-Thursday) Source: RTD 43

50 CORRIDOR MULTIMODAL MOBILITY Bus The Route 66 bus route serves east-west connections on Arapahoe Road from Littleton Downtown Station, at Santa Fe and Bowles Avenue, to Arapahoe Crossing Shopping Center, and at Parker Road and Arapahoe Road. This route provides a transfer to LRT at the Arapahoe at Village Center Station (E and F lines) as well as the Littleton Downtown Station (C and D lines). Bus transfers are available at other locations along the route: University/Arapahoe and Arapahoe Crossing Shopping Center. Table 17 shows the weekday bus headways for Route 66. DIRECTION AM PEAK PERIOD (6:30 AM-8:30 AM) Table 17: Weekday Headways for Route 66 MIDDAY (8:30 AM-4:30 PM) PM PEAK PERIOD (4:30 PM-6:30 PM) Eastbound 30 minutes 30 minutes 30 minutes Westbound 30 minutes 30 minutes 30 minutes December 2015 Schedule Source: RTD Call-n-Ride Service RTD operates two Call-n-Rides within the study area: Dry Creek on the west side of I-25 and Inverness North on the east side of I-25. To access Call-n-Ride service, riders make reservations or enroll in a subscription service. The reservation system allows riders to schedule a one-time ride at least two hours and up to two weeks before the requested trip. Subscription service allows riders to schedule regular trips that occur at the same time and location on a regular basis. Riders can transfer from another service and pay a $2.60 one-way fare. Dry Creek Light Rail Station The Dry Creek Call-n-Ride serves the area west of I-25 south of Arapahoe Road to County Line Road. The service is also provided west to roughly Holly Street. RTD provides weekday service from 5:30 AM-7:00 PM. Riders can access reservation service and scheduled departures from Dry Creek Station. The Call-n-Ride service departs the Dry Creek Station every 30 minutes during the AM peak period (roughly 6:00 AM-9:00AM) and PM peak (roughly 3:00 PM-6:00 PM). The service departs every 60 minutes at other times. Dry Creek Call-n-Ride Source: RTD 44

51 CORRIDOR MULTIMODAL MOBILITY The Inverness North Call-n-Ride serves the east side of I-25, south of Arapahoe Road and north of County Line Road. The service extends east to approximately Lima Street. In addition to reservation service, this Call-n- Ride also provides a Flex Route with regular service to and from Dry Creek Station. Service is provided in a loop around Inverness Drive every ten minutes from 6:00 AM to 8:50 AM and 2:50 PM to 5:40 PM. A flex route is an established routing with published times and serves numerous stops along a route. No phone call is needed when using any of these published times and locations, customers only need board the bus and tell the driver their destination. If a customer is at a pickup location within a block or two from the route and between published stops, and they have a special need, they can call the driver and request a deviation from the flex route. If the driver has the time and the computer allows it, service and deviate to accommodate the requests. - RTD definition of Flex Route Inverness North Call-n-Ride Flex Route Source: RTD Both Call-n-Rides serving the study area experienced relatively stable ridership throughout The Dry Creek Call-n-Ride averaged 55 weekday boardings for 2014 and the Inverness North Call-n-Ride averaged 230 boardings. These 2014 averages are consistent with the historic averages from 2011 through 2013, as shown in Figure 15. Figure 15: Call-n-Ride Average Weekday Ridership ( ) Dry Creek Inverness North Source: RTD 45

52 CORRIDOR MULTIMODAL MOBILITY In addition to total rides, RTD also tracks origin and destination information for Call-n-Ride users (including the Flex Route). Overall, Dry Creek Station is the most popular origin and destination for the study area Call-n-Ride users. Although people request both the east and west sides of the pedestrian bridge, the east side attracts more riders, picking up about 2,800 riders on 2,000 trips a month and dropping off approximately 1,700 people on just over 900 trips a month. Many of the other popular origins and destinations are within or just outside the study area. Of the top ten origins and destinations for the Call-n-Rides, nine of these locations are found within the study area, as illustrated with the other area multimodal features in Figure 16. In addition to Dry Creek Station, locations along the Flex Route receive many trips and riders. Many people start or end their Call-n-Ride trip at Dry Creek Station, likely due to the Flex Route service that provides regular service instead of a reservation service, allowing people more flexibility in their daily planning. The most concentrated areas of origin and destination are shown in Table 18. These locations are where about 3,500 trips start over the course of the month. The remaining top locations have much fewer trips and riders. Table 18: Study Area Call-n-Ride Origin and Destination Information LOCATION ORIGINS DESTINATIONS NUMBER (IN FIGURE 14) NAME ADDRESS TRIPS PEOPLE TRIPS PEOPLE 1 Elavon / US Bank 9359 E Nichols Ave Dry Creek Station (west) 9450 E Dry Creek Rd Dry Creek Station (east) Dry Creek/Inverness Dr E 1,975 2,820 1,011 1,790 4 Comcast 7150 S Fulton St Dish Network 94 Inverness E Cir Ria Radiology E Geddes Ave Comcast 7475 S Joliet St Inverness / Lima 64 Inverness Dr E Jeppesen 55 Inverness Dr E Source: RTD October 2015 Inverness North and Dry Creek Call-n-Rides Origin and Destination Information 46

53 CORRIDOR MULTIMODAL MOBILITY Figure 16: Existing Multimodal Features 47

54 Non-motorized Transportation Most roadways within the study area have sidewalks for pedestrians, but the sidewalks provide minimal comfort, given the primarily auto-dominated environment. An important access across I-25 is provided via the pedestrian bridge over I-25 and Inverness Drive West. Limited bicycle parking at Dry Creek Station makes storage at the station difficult. CORRIDOR MULTIMODAL MOBILITY The current conditions described in this section have implications on the experience of bicyclists and pedestrians. The levels of service for these transportation modes usually focus on the experience of the users and level of comfort instead of characteristics of traffic flow, since pedestrians and bicyclists value different environments than drivers. Pedestrian Access Most roadways within the study area have corresponding sidewalks. Conditions of the existing pedestrian facilities at each signalized intersection and roadway segment along the Dry Creek Road study corridor are summarized in Appendix A. Conditions noted include: general width of sidewalk (i.e. standard, wide or narrow), existing crosswalk marking conditions, and overall compliance with ADA standards. Missing sidewalks on Havana Street (east side) between Easter Avenue and Geddes Avenue will be completed pending completion of adjacent development. There is a dirt pathway likely created by people walking on that side of Havana Street, even though the west side of the street provides a sidewalk. Crosswalk markings clearly indicate where pedestrians should cross streets and are usually well-marked, communicating to drivers of the upcoming pedestrian crossing. Most intersections have advance stop bars and non-perpendicular crosswalks. Bicycle Access The following two official bicycle facilities exist within the study area: Multi-purpose sidewalk along Dry Creek Road starting at I-25 west to Holly Street Bike route south on Inverness Drive West around the business park 48

55 CORRIDOR MULTIMODAL MOBILITY Although there are only two official bicycle facilities identified, slow speed and low volume streets can provide a comfortable environment for bicyclists, including Panorama Drive. Although this road provides a comfortable bicycling environment, connecting to other larger roads to access destinations or LRT can be difficult. Transit Access The Dry Creek Station Park-n-Ride provides 235 parking spaces for light rail riders. Drivers must enter the parking from Dry Creek Road and exit on Panorama Circle. Between September 2014 and September 2015, the Park-n-Ride experienced an 87 percent utilization rate, leaving an average of only about 30 spaces open each day. Over the course of the latest reporting period (July-September 2015), the utilization capacity ranged from 78 to 91 percent and represents a 6% increase in usage from the previous quarter. The pedestrian bridge provides the greatest access for pedestrians and bicyclists connecting with Dry Creek Station. Riders need to factor their travel time on the bridge into their overall travel time, considering that it can take as much as six to eight minutes to travel from one end of the bridge to the other. Planned Multimodal Improvements Improvements already planned by other studies will provide better multimodal access in the study area. Additional bike lanes and a pedestrian bridge for Dry Creek Station have been identified as future improvements. The I-25 Corridor Subarea Plan also identifies a number of improvements, including bike lanes, paths, infill sidewalks/enhancements, pedestrian bridge, and refuge/crossing areas. The planned improvements described below are illustrated with the area multimodal features in Figure 20. Bike Lanes On the east side of I-25, a planned bike lane will connect Arapahoe Road to the bike route on Inverness Drive West along Clinton Street. The remaining planned improvements fall on the west side of I-25, near the residential neighborhoods. Bike lanes are planned to connect Arapahoe Road through Dry Creek Road on Alton Way to Alton Court to Chester Street. Access will then continue on Nichols Avenue and a small portion of Yosemite Street to connect with bike lanes on Mineral Drive. Additional bike lanes are planned for a small portion Panorama Circle from Chester Street, providing access to Dry Creek Station. Traveling west into the residential neighborhood would be provided on Briarwood Boulevard. Paths A number of path connections were identified in the I-25 Corridor Subarea Plan, providing access along the light rail line from Arapahoe Road to the station and then continuing south along a connection to Dayton Street that provides access to the IKEA Centennial development. 49

56 CORRIDOR MULTIMODAL MOBILITY Infill Sidewalks/Enhancements Developments typically are required to provide sidewalks along the adjacent roadway, but many developments have missing connections for access where people may actually want to travel (for example, between buildings, through parking lots, or between residential and retail locations). These connections would make walking a much more viable option for transportation purposes. Pedestrian Bridge A future pedestrian bridge is identified in the I-25 Corridor Sub-area Plan across Dry Creek Road west of I-25 to provide access to the Dry Creek Station Park-n-Ride. This would allow pedestrians and bicyclists from the north side of Dry Creek Road to access Dry Creek Station without crossing Dry Creek Road. Refuge/Crossing Area The I-25 Corridor Subarea Plan also identifies a refuge/crossing area at the Dry Creek Road/Yosemite Street intersection. This would improve the crossing experience for pedestrians and bicyclists, as well as potentially encourage slower speeds from drivers when moving through the intersection. Potential Non-Motorized Demand The potential demand for additional non-motorized travel within the study area is focused around Dry Creek Station and at concentrated employment and residential areas. Many multi-family residential developments in proximity to the Dry Creek Station provide potential non-motorized travel demand. The east side of I-25 near Dry Creek Road/Inverness Boulevard has three different multi-family residential developments. An apartment complex on the west side of I-25 near the Dry Creek Road/Yosemite Street intersection also provides a concentrated housing area. In addition to pockets of multi-family residential developments, a number of denser employment centers can also be found near Dry Creek Station, including Arrow Electronics, Standard & Poor s, Colorado Public Radio, United Launch Alliance, and DirectTV. 50

57 ENVIRONMENTAL OVERVIEW ENVIRONMENTAL OVERVIEW This environmental overview identifies environmental resources and environmentally sensitive areas within the study area. The overview will be used to understand environmental constraints for the development and evaluation of improvement alternatives. The potential environmental resources, including both the natural and the built environments within the study area as illustrated in Figure 17, were identified via available information and a desktop review. Field surveys were not conducted. As recommended improvements move forward into further project development, a full survey of area environmental resources should be conducted. If federal funding is identified for the project, a National Environmental Policy Act (NEPA) study may be required to be sure that the project complies with federal regulations. With the exception of the wetlands and waters of the US survey, the resource investigations below would be triggered by a project sponsor receiving federal funds or a federal permit for the corridor improvements. Hazardous Materials Hazardous materials include materials that are regulated as solid waste, hazardous waste, and other wastes contaminated with hazardous substances, radioactive materials, petroleum fuels, toxic substances, or pollutants. Potential hazardous material sites with known (current and historic) soil and/or groundwater contamination are distinguished as sites with recognized environmental conditions (RECs). RECs, as defined by the ASTM Standard E , include sites with the presence or likely presence of any hazardous substances or petroleum products on a property under conditions that indicate an existing release, a past release, or a material threat of a release of any hazardous substances or petroleum products into structures on the property or into the ground, groundwater, or surface water of the property (ASTM Standard 2013). Potential sites of interest within the study area were identified through a desktop survey. They include numerous automotive fueling stations, a dry cleaning facility, a commercial printer, a public storage facility (the potential exists for methamphetamine lab activity), and automotive repair and maintenance shops (Google Earth 2015). Water Resources and Wetlands Water-related resources within the study area may be considered waters of the US (WUS), which may include navigable waterways such as streams and rivers, or other water features with a nexus to navigable water such as canals, irrigation ditches, and wetlands. WUS are protected under Section 404 of the Clean Water Act of 1972, and a permit under Section 404 would be required to authorize any placement of dredge or fill material in these waters. One freshwater emergent wetland and one freshwater pond are located within the western portion of the study area and to the south of Dry Creek Road along a tributary of Willow Creek. Cottonwood Creek runs through the eastern portion of the study area along with several smaller tributaries. 51

58 ENVIRONMENTAL OVERVIEW Figure 17: Natural and Built Environmental Features 52

59 ENVIRONMENTAL OVERVIEW Noise Noise is generally defined as unwanted or undesirable sound. If federal funding is obtained for future design or construction, the work may require a traffic noise analysis using CDOT methodology, depending on the type of proposed improvements. The noise analysis would compare future noise levels to the CDOT Noise Abatement Criteria (NAC) for different types of land uses. Those land uses and associated NAC decibel (dba) levels are listed in Table 19. The majority of the study area is comprised of offices parks, which fall under Category E. The western edge of the study area is comprised of residential land, which falls under Category B. A golf course, which falls under Category C, is partially located within the southeastern portion of the study area. Table 19: Noise Abatement Criteria ACTIVITY CATEGORY ACTIVITY DBA (DECIBEL) ACTIVITY DESCRIPTION A 56 (exterior measurement) B 66 (exterior) Residential C 1 D E 1 F 66 (exterior) 51 (interior) 71 (exterior) NA Lands on which serenity and quiet are of extraordinary significance and serve an important public need and where the preservation of those qualities is essential if the area is to continue to serve its intended purpose. Active sport areas, amphitheaters, auditoriums, campgrounds, cemeteries, day care centers, hospitals, libraries, medical facilities, parks, picnic areas, places of worship, playgrounds, public meeting rooms, public or non-profit institutional structures, radio studios, recording studios, recreational areas, Section 4(f) sites, schools, television studios, trails, and trail crossings. Auditoriums, day care centers, hospitals, libraries, medical facilities, places of worship, public meeting rooms, public or non-profit institutional structures, radio studios, recording studios, schools, and television studios. Hotels, motels, time-share resorts, vacation rental properties, offices, restaurants/bars, and other developed lands, properties or activities not included in A-D or F. Agriculture, airports, bus yards, emergency services, industrial, logging, maintenance facilities, manufacturing, mining, rail yards, retail facilities, ship yards, utilities (water resources, water treatment, electrical), and warehousing. G NA Undeveloped lands that are not permitted for development. 1 Includes undeveloped lands permitted for this activity category. Threatened and Endangered Species and Wildlife Habitat The US Fish and Wildlife (USFWS) list of candidate, threatened, and endangered species that may be found in Arapahoe County was reviewed to evaluate if suitable habitat for these species exist within the study area. The federally listed species for Arapahoe County and whether suitable habitat for these species exists within the study area is referenced in Table 20. In addition to the species referenced in the table, swallows may also nest beneath bridges and culvert structures and surveys should be completed prior to any work to these features. Based on the relatively developed nature of the corridor, no federal candidate, threatened, and endangered species are likely to occur in the study area. 53

60 ENVIRONMENTAL OVERVIEW Table 20: Federal Species SPECIES FEDERAL STATUS POTENTIAL TO OCCUR IN STUDY AREA Least Tern (Sterna antillarum) Mexican Spotted Owl (Strix occidentalis lucida) Piping Plover (Charadrius melodus) Whooping Crane (Grus americana) Pallid Sturgeon (Scaphirhynchus albus) Ute Ladies - tresses (Spiranthes diluvialis) Western Prairie Fringed Orchid (Platanthera praeclara) Preble s Meadow Jumping Mouse (Zapus hudsonius preblei) Source: USFWS, 2016 Endangered Threatened Threatened Endangered Endangered Threatened Threatened Threatened Unlikely. This species habitat requires sand bar or shoreline habitat on large rivers or lakes which is not present in the study area. Depletions to downstream water quantities may affect the populations of this species. Unlikely. This species habitat requires montane conifer habitat which is not present in the study area. Unlikely. Requires shoreline habitat on large rivers or lakes. This habitat is not present in the study area. Depletions to downstream water quantities may affect the populations of this species. Unlikely. Requires large rivers and wetlands for resting and foraging. This habitat is not present in the study area. Unlikely. This species is listed due to the effects of potential depletions to downstream water quantities. Unlikely. Habitat for this species includes seasonally flooded river terraces, sub-irrigated or spring-fed abandoned stream channels and valleys, lakeshores, along irrigation canals, berms, levees, irrigated meadows, excavated gravel pits, roadside barrow pits, reservoirs, and other human-modified wetlands. This habitat is not present in the study area. Unlikely. This plant requires wet to mesic tall grass prairie which is not present within the study area. This species is listed due to the effects of potential depletions to downstream water quantities. Unlikely. This inhabits well-developed riparian habitat with adjacent, relatively undisturbed grassland communities, and a nearby water source. Well-developed riparian habitat includes a dense combination of grasses, forbs and shrubs; a taller shrub and tree canopy may be present. This habitat is not present in the study area. Parks and Recreation Resources (Section 4(f)/6(f)) Section 4(f) of the Department of Transportation Act of 1966 stipulates that FHWA and other Department of Transportation agencies cannot approve the use of land from publically owned parks, recreational areas, wildlife and waterfowl refuges, or public and private historic sites unless there is no feasible and prudent alternative to the use of land, and the action includes possible planning to minimize harm to the property resulting from such use. Section 4(f) applies to projects that receive federal funding from or require approval by an agency of the US Department of Transportation. 54

61 ENVIRONMENTAL OVERVIEW The Land and Water Conservation Fund (LWCF) Act of 1965 established a federal funding program to assist states in developing outdoor recreation sites. Section 6(f) of the act prohibits the conversion of property acquired or developed with these funds to a non-recreational purpose without the approval of the National Park Service (NPS). Two multiuse trails are present within the study area: the Willow Creek Residential Trail and the Havana Tributary North Branch Trail. These trails are not publically owned; therefore, they do not fall under Section 4(f) regulations. No other trails or trailheads, parks, and/or land designated as greenway are present within the study area (Arapahoe County 2013). A file search for Section 6(f) properties within the study area was completed in January 2016; however, no properties were identified. Air Quality Consideration of air quality impacts is important because the project is located within an area with a history of urban air pollution for which motor vehicle use has been a key emission source. The following pollutants are normally considered: Carbon monoxide there has been no violation of the national ambient air quality standard (NAAQS) for this pollutant in the Denver region since Particulate matter 10 microns in diameter or smaller (PM10) there has been no violation of the NAAQS for this pollutant in the Denver region since Particulate matter 2.5 microns in diameter or smaller (PM 2.5) there has not yet been a recorded violation of this NAAQS in the Denver region. Ozone Due to continued violations of the 8-hour NAAQS for this pollutant, the Denver region has been classified as a marginal non-attainment area. Roadway improvements can have an impact on emissions and concentration of a class of potentially carcinogenic pollutants called Mobile Source Air Toxics, especially if large numbers of diesel vehicles are in use. No NAAQS levels have been established for these pollutants. Dry Creek Road between Yosemite Street and Easter Avenue is a six-lane arterial street carrying approximately 29,800 vehicles on an average weekday. For the approximate 1 ½ -mile stretch, this equates to approximately 44,700 daily vehicles miles of travel (VMT). DRCOG estimated that total regional travel was 75 million VMT in the year 2014; this portion of Dry Creek Road accounts for less than 0.06% of the regional total (DRCOG 2015). Nearby land uses do not include major origins or destinations for truck freight. As an arterial street with a relatively low speed limit and side street access and traffic signals, Dry Creek Road does not attract or carry a substantial amount of heavy truck traffic. It also does not carry a notable amount of diesel bus traffic as there are no bus routes along the Dry Creek Road study corridor. Based on all of these conditions, air quality issues will be minimal for this roadway corridor and little or no analysis is expected to be required for the operation of the existing and improved configurations of the facility. Environmental Justice Environmental Justice (EJ) is the fair treatment of all races, cultures, and incomes with respect to the development, adoption, implementation, and enforcement of environmental laws and policies, as defined by federal law. EJ originates from Title VI of the Civil Rights Act of 1964, which states that No person in the US shall, on the ground of race, color, or national origin be excluded from participation in, 55

62 ENVIRONMENTAL OVERVIEW be denied the benefits for, or be subjected to discrimination under any program or activity receiving federal financial assistance (CDOT 2013). Based on review of the American Community Survey Census data, there are no neighborhoods within the study area that have a higher percentage of low income households and/or minorities populations when compared to the county average. Cultural Resources (Historic and Archeological Resources) Cultural resources such as archaeological, architectural, and historic interests can be affected by clearing, grading, excavation, and other construction activities and should be considered in the planning process relative to environmental and historic preservation laws. The National Historic Preservation Act requires federal agencies to take into account the effects of their actions on historic properties. Historic properties are defined as properties that are included in the National Register of Historic Places (NRHP), which is the official list of America s historic places worthy of preservation, or that meet the criteria (i.e., are eligible ) for listing in the NRHP (Advisory Council on Historic Preservation 2002). If project development could affect cultural resources and has a federal nexus (funding or permit), the lead agency must identify the appropriate State Historic Preservation Officer (SHPO) to consult with during the process. A file search conducted by the Colorado SHPO will be necessary to support the evaluation of cultural resources. This file search will provide a better understanding of historical patterns, themes, and periods that may contribute to the significance of cultural resources within the study area. Paleontological Resources Paleontology is the study of the ancient life; paleontological resources are the fossils that remain (NPS n.d.). The geology of the Denver Basin is rich with fossils and some of Colorado s most remarkable fossil sites have been found during construction (Denver Museum of Nature and Science 2011); therefore, fossils could be uncovered during project development. As a matter of Best Management Practices, any capital improvement should avoid any known fossil localities. When working within a known fossiliferous geologic formation, if any fossils are exposed during construction, ground-disturbing work should be suspended until a state-certified paleontologist can be notified to complete an assessment. However, due to the shallow depth of disturbance, uncovering fossils during construction is unlikely. Floodplains The study area is mapped in multiple Federal Emergency Management Agency Flood Insurance Rate Maps (FIRMs) of Arapahoe County, Colorado and Incorporated Areas. The study area included the following FIRMs: Map #08005C0476K Map #08005C0478K Map #08005C0459K The FIRMs were all dated December 17, The FIRMs indicated that there are floodplains associated with Cottonwood Creek; however, the designated floodplains are between 1,300 and 1,900 feet to the east of Dry Creek Road and Havana Street. 56

63 ENVIRONMENTAL OVERVIEW Construction Impacts Potential construction emissions were evaluated qualitatively. Construction emissions would be temporary and are not anticipated to cause air quality violations. Construction activities that could affect air quality include soil-disturbing activities, heavy-duty equipment exhaust, commuting workers motor vehicle exhaust, and asphalt paving. The total emissions and the timing of the emissions from these sources would vary depending on the phasing of the construction activities, and would not all occur simultaneously. Construction-related emissions would be temporary and typically of short duration. Typical sources of emissions during construction of transportation projects include: Fugitive dust generated during excavation, grading, loading, and unloading activities; Dust generated during demolition of structures and pavement; Engine exhaust emissions from construction vehicles, worker vehicles, and diesel fuel-fired construction equipment; Volatile organic compounds and odorous compounds emitted during asphalt paving; and Increased motor vehicle emissions associated with increased traffic congestion during construction. Contract documents for any construction project in the corridor should require the contractor(s) to comply with all applicable Colorado air quality regulations during construction of the project. Sitespecific mitigation methods will be determined during construction. Other Resources If a project to implement study recommendations was federally funded, a review of other resources that were not evaluated during this survey may be necessary and may consist of the following resources: Land Use Economics Right-of-Way Farmlands Noxious Weeds Visual Quality/Aesthetics Utilities Geology Water Resources Vegetation Cumulative Effects 57

64 CORRIDOR ISSUES SUMMARY CORRIDOR ISSUES SUMMARY The following section summarizes the main multimodal operational issues and opportunities along the I-25 and Dry Creek Road study corridor. Traffic Operations There are a number of traffic operational issues along the Dry Creek corridor from Yosemite Street to Easter Avenue that are not captured by a technical traffic analysis evaluation or simple level of service description. As population and employment grows in the surrounding area and traffic volumes increase, traffic operations will continue to deteriorate due to these operational issues. Yosemite Street Intersection» The westbound lane drop as a right turn lane at Yosemite Street results in multiple lane changes and weaving in the segment of Dry Creek Road between Chester Street and Yosemite Street. East of Yosemite Street, the northernmost lane drops at the Walgreen s driveway. Drivers turning right from the Southbound I-25 Off Ramp must make two lane changes in order to continue traveling west on Dry Creek Road west of Yosemite Street. These multiple lane changes and the associated weaving maneuvers may be contributing to the Yosemite Street intersection having the highest number of crashes in the study corridor. Chester Street Intersection» Because ingress to the Dry Creek Station is provided only at a right-in-only driveway from eastbound Dry Creek Road between Chester Street and the I-25 Southbound On Ramp, drivers from the east side of I-25 destined for the Dry Creek Station currently make a U-turn movement at the Chester Street signal. This westbound U-turning traffic often conflicts with northbound Chester Street right turning traffic, creating a relatively short (under 300-foot) multi-lane weave to access the station.» The segment of Dry Creek Road between the I-25 West Ramps and Chester Street intersection experiences a substantial amount of westbound traffic weaving into the left turn lane at Chester Street after turning right from the Southbound I-25 Off Ramp. This weaving maneuver creates conflicts that degrades traffic operations and increases exposure to collisions. I-25 Ramps» Peak period ramp metering of the on ramps to I-25 results in vehicle queues that frequently extend into the intersection at Dry Creek Road. This creates backups of the westbound left turns leading to the Southbound I-25 On Ramp during the PM peak hour, in particular, with queues frequently exceeding the length of the left turn lanes and traffic slowing or stopped within the adjacent through traffic lanes. Traffic queues often form in the right turn lanes at the on ramps with vehicles in the adjacent through lanes frequently making last minute lane changes to enter the queue.» Overall lane utilization along Dry Creek Road through the interchange is unbalanced due to the large volume of turning traffic at the on ramps and closely-spaced major intersections serving development immediately adjacent to the interchange. 58

65 Clinton Street/Inverness Drive West Intersection CORRIDOR ISSUES SUMMARY» Substantial eastbound traffic weaving maneuvers occur in the short (just under 250- foot) segment of Dry Creek Road between the Northbound I-25 Off Ramp and the Clinton Street/Inverness Drive West intersection. The eastbound lane drop at Inverness Drive West contributes to lane changes and weaving in this short road segment for drivers continuing east on Dry Creek Road. Inverness Boulevard» The proximity of this relatively low-volume signalized intersection to the Clinton Street/Inverness Drive West and Inverness Drive East intersections results in vehicles often queuing through the intersection, limiting traffic progression. Easter Avenue/Havana Street» This intersection experiences a high volume of northbound right turns and westbound left turning traffic as the Easter Avenue to Dry Creek Road east-west movement is used for regional travel. Pedestrian/Bicycle Facilities The I-25/Dry Creek Road interchange area is increasingly traveled by pedestrians and bicyclists as mixeduse and transit-oriented development intensifies surrounding the Dry Creek Station. However, sidewalk widths are inconsistent, bicycle lanes or other facilities are limited, and wide arterial intersections are a discouraging environment and an overall barrier for pedestrian and bicycle activity. Transit Overall access to the Dry Creek Station is confusing and limited. Vehicular ingress is limited to the rightin-only driveway from eastbound Dry Creek Road and egress is limited to a single exit onto Panorama Circle. Sidewalks along Dry Creek Road are attached and no bicycle facilities exist along the corridor. Areas west and east of I-25 are served by Call-n-Ride transit service to and from the Dry Creek Station and the area east of I-25 is also served by a Flex Route with regular service to and from Dry Creek Station via a loop around Inverness Drive. 59

66

67 APPENDIX APPENDIX A MULTIMODAL INFRASTRUCTURE CONDITIONS

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69 APPENDIX The overall condition of the existing sidewalks along the Dry Creek Road study corridor was analyzed based on a scale with three ratings (good, fair, and poor). Good condition indicates that no obvious cracks in the pavement were noted and no maintenance to the sidewalk is needed. A sidewalk in fair condition may have minor cracks, dirt or debris build up or weeds growing from the concrete joints, which may require minor maintenance or cleaning. Poor condition indicates that the sidewalk may have major cracking or pieces of concrete breaking off, which may require major repairs or replacement. According to the Arapahoe County Infrastructure Design and Construction Standards, all sidewalks used in conjunction with vertical or high speed Type 2 curb and gutter shall have a minimum width of five feet. During the time of the site visits, sidewalks that appeared to be five to six feet in width were noted to have a standard width. Any sidewalk that appeared to have a width between seven feet and ten feet were noted to be wide. Any sidewalk that appeared to have a width less than five feet was noted to be narrow and does not mee t Arapahoe County standards. During the site visits, existing pedestrian interval times, which include the walk interval and pedestrian change interval, were collected by timing the pedestrian signal display for each approach. These times were then compared to the required pedestrian interval times calculated based on current MUTCD standards. Based on these comparisons, several approaches throughout the corridor were observed to have shorter pedestrian intervals than those required by current MUTCD standards. However, DRCOG implemented adjusted pedestrian interval timing after the site visits were complete, which corrected these inadequacies. Therefore, the pedestrian interval times throughout the corridor are assumed to be sufficient. Compliance with ADA standards for pedestrian curb ramps was evaluated based on criteria: Is a detectable warning strip provided? Are the ramp slopes adequate or do they appear to be too steep? Is there a level landing within reaching distance of the pedestrian push buttons? The field observations for existing pedestrian facilities at each signalized intersection and roadway segment along the Dry Creek Road study corridor are summarized below. Dry Creek Road and Yosemite Street Intersection Sidewalk Condition: Appear to be in good condition Type of Sidewalk: Attached sidewalks with a standard width west of Yosemite Street along Dry Creek Road. Wide sidewalks east of Yosemite Street, with attached sidewalks at the intersection. Crosswalk Marking Condition: Clearly defined crosswalk areas for crossing each approach and pavement markings are in good condition. Type of Pedestrian Signal Indication: Two countdown pedestrian signals on all four corners of the intersection. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient.

70 APPENDIX ADA Compliance: Existing level landings in northwest, northeast and southeast corners appear too far away from pedestriann push buttons for accessibility requirements. Dry Creek Road - Yosemite Street to Alton Court/Chester Streett Sidewalk Condition: Appear to be in good condition Type of Sidewalk: Wide sidewalks along both sides of Dry Creek Road. Sidewalk on north side of Dry Creek Road is attached, while sidewalk on south side is detached for approximately 500 feet and attached for remainder of segment. ADA Compliance: No detectable warning strips on eitherr pedestrian ramp at Walgreen s access or within center channelizing island. Debris in walkway prohibits easy access throughh center channelizing island. Dry Creek Road and Alton Court/Chester Street Intersection Sidewalk Condition: Appear to be in fair condition with some minor concrete cracking and chipping. Type of Sidewalk: Wide, attached sidewalks on all four corners of this intersection. Crosswalk Marking Condition: Clearly defined crosswalk areas for crossing each approach and pavement markings are in fair condition with some fading due to vehicular traffic on each approach. Type of Pedestrian Signal Indication: The northwest, northeast and southeast corners have one pedestrian signal head and one countdown pedestrian signal, while the southwest corner has two countdown pedestrian signals. During the time of the field visit, some of the pedestrian signal heads appeared to have countdown capabilities; however the timing was not displayed.

71 APPENDIX Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: No detectable warning strips on the pedestrian ramps in the northwest and southeast corners. Existing level landing in northeast corner appeared too far away from pedestrian push buttons for accessibility requirements. Channelizing island in southeastt corner appears to have no level landing. Dry Creek Road - Alton Court/Chesterr Street to I-25 West Ramps Sidewalk Condition: Appear to be in fair condition with some concrete cracking. Type of Sidewalk: Wide, attached sidewalk on north side of Dry Creek Road. On south side, a wide, attached sidewalk for approximately 150 feet, which transitions to standard width, attached sidewalk at start off channelized right turn land leading into Dry Creek Station Park N Ride. ADA Compliance: West corner of 7 Eleven/Bono s/ Drury Inn access consists of two pedestrian ramps, which do not provide continuous path for pedestrians. Additionally, no detectable warning strips on either pedestrian ramp att the same access. Dry Creek Road and I-25 West Ramps Intersection Sidewalk Condition: Appear to be in fair condition with minor concrete cracking, concrete chipping from the curb and dirt built up on the pedestrian ramps and within the channelizing islands. Type of Sidewalk: Wide, attached sidewalks on all four corners of this intersection, while standard width sidewalks within the channelizing medians.

72 APPENDIX Crosswalk Marking Condition: Crossing areas on northbound, southbound and eastbound approaches, while crossing prohibited for westbound approach. However, crosswalk markings are significantly faded due to high vehicular traffic, resulting in less visible crossing areas that may decrease safety of pedestrian accommodations. Type of Pedestrian Signal Indication: No countdown pedestrian signals, but pedestrian signal heads for northbound, southbound and eastbound approaches. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: No issues Dry Creek Road - I-25 West Ramps to I-25 East Ramps Sidewalk Condition: Appear to be in fair condition with some concrete cracking and chipping. Type of Sidewalk: Wide, attached sidewalks on both sides of Dry Creek Road. ADA Compliance: No issues Dry Creek Road and Northbound I-25 Ramp Terminal Intersection Sidewalk Condition: Appear to be in fair condition with some concrete cracking and chipping. Type of Sidewalk: Wide, attached sidewalks on all four corners, while sidewalks varying from standard to wide widths within the channelizing medians and the center raised median.

73 APPENDIX Crosswalk Marking Condition: Crossing areas for pedestrians and bicyclists on northbound, southbound and westbound approaches, while crossing is prohibited for eastbound approach. However, crosswalk markings throughout intersection are significantly faded due to high vehicular traffic, resulting in less visible crossing areas. Type of Pedestrian Signal Indication: No countdown pedestrian signals, but pedestrian signal heads are provided for the northbound, southbound and westbound approaches. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: No detectable warning strips in northwest and northeast corners. No detectable warning strips within channelizing islands in northeast and southeastt corners and within raised center median. Dry Creek Road - I-25 East Ramps to Invernesss Dr West/ /Clinton St Sidewalk Condition: Appear to be in fair condition with some concrete cracking and chipping. Type of Sidewalk: Wide, attached sidewalks on both sidess of Dry Creek Road. ADA Compliance: No issues

74 Dry Creek Road and Inverness Dr West/Clintonn St Intersection APPENDIX Sidewalk Condition: Appear to be in fair condition with some concrete cracking and chipping. Type of Sidewalk: Wide, attached sidewalks in northwest, northeast and southwest corners and wide, detached sidewalks in southeast corner. Raised curb forms narrow walkways within channelizing medians in northwest, northeast and southeast corners. Crosswalk Marking Condition: Clearly defined crosswalk areas for crossing each approach and channelized right turn lanes. The pavementt markings in good condition overall, with fading on southbound approachh due to vehicular traffic. Type of Pedestrian Signal Indication: Countdown pedestrian signals for crossing each approach. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: Sidewalks within channelizing median in southeast corner do not connect to provide continuous path and no level landing appears to be provided. The detectable warning strips within the channelizing median in southwestt corner do not clearly direct pedestrians to northbound andd eastbound approach crosswalks. Dry Creek Road - Inverness Dr West/Clinton St to Inverness Blvd Sidewalk Condition: Appear to be in good condition. Type of Sidewalk: Wide, detached sidewalks are providedd on both sides of Dry Creek Road, with the exception of a 175 foot long stretch of wide, attached sidewalk immediately east of Clinton Street/Invernesss Drive West. ADA Compliance: No issues.

75 Dry Creek Road and Inverness Boulevard Intersection APPENDIX Sidewalk Condition: Appear to be in good condition. Type of Sidewalk: Wide, detached sidewalkss on all four corners of this intersection. Crosswalk Marking Condition: Clearly defined crosswalk areas for crossing northbound, southbound and westbound approaches, while crossing prohibited for eastbound approach. The pavement markings are in good condition overall, with minimal fading on each approach due to vehicular traffic. Type of Pedestrian Signal Indication: Countdown pedestrian signals for crossing the northbound, southbound and westbound approaches. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: No detectable warning strips in northeast corner and within center channelizing island on southbound approach. Dry Creek Road - Inverness Boulevard to Inverness Drive East Sidewalk Condition: Appear to be in good condition. Type of Sidewalk: Standard width, detachedd sidewalks on north side of Dry Creek Road and wide, detached sidewalks on southh side. ADA Compliance: No detectable warning strips for eitherr pedestrian ramp on Inverness Office Buildings accesss on north side of Dry Creek Road. The slopes of ramp appear too steep to adhere to ADA standards.

76 Dry Creek Road and Inverness Drive East Intersection APPENDIX Sidewalk Condition: Appear to be in good condition. Type of Sidewalk: Detached sidewalks on alll four corners, with standard widths on northwest, northeast and southeast corners and wide sidewalk in southwest corner. Crosswalk Marking Condition: Clearly defined crosswalk areas with pavement markings for crossing northbound and westbound approaches. However, no crosswalk markings for crossing southbound and eastbound approaches. Type of Pedestrian Signal Indication: Countdown pedestrian signals for crossing each approach of this intersection. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: No detectable warning strips in northwest and northeast corners. However, there was a detectable warning strip in northwest corner that appeared to be removed from pedestrian ramp and moved in front of traffic signal pole in grass. The level landings in northwest and northeast corners appeared too far away from pedestrian push buttons for accessibility requirements. Additionally, a directional pedestrian ramp not provided in southeast corner for crossing Dry Creek Road. Dry Creek Road - Inverness Drive Eastt to Geddes Avenue Sidewalk Condition: Appear to be in good condition. Type of Sidewalk: Standard width, detachedd sidewalks on north/westt side of Dry Creek Road and south/east side from Inverness Drive Eastt to north access of Dry Creek Medical Office Buildings. To north of Dry Creek Medical Office Buildings access, no paved sidewalks on east side of Dry Creek Road to Geddess Avenue. However, according to the Arapahoe County 2035 Transportation Plan, this stretch of sidewalk is planned to be constructed by ADA Compliance: No detectable warning strips for eitherr pedestrian ramp on Dry Creek Medical Office Buildings access.

77 Havana Street and Geddes Avenue Intersection APPENDIX Sidewalk Condition: Appear to be in good condition. Type of Sidewalk: Standard width, detachedd sidewalks on northwest and southwest corners, while no sidewalk in northeast and southeast corners of this intersection. Crosswalk Marking Condition: Clearly defined crosswalk areas for crossing each approach and pavement markings are in good condition. Type of Pedestrian Signal Indication: Countdown pedestrian signals for crossing each approach. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: No level landing in northeast and southeast corners. Havana Street - Geddes Avenue to Easter Avenue Sidewalk Condition: Appear to be in fair condition, with some concrete cracking and chipping. Immediately south of Rampart Business Center access, sidewalk in poor condition due to concrete cracking and breaking at joints,, creating small gaps. Type of Sidewalk: Standard width, detachedd sidewalks on west side of Havana Street, while no paved sidewalk on east side between Geddes Avenue and Easter Avenue. ADA Compliance: No detectable warning strips within center channelizing island at Rampart Business Center access. Although detectable warning strips at the Rampart Business Center access, both strips appearedd to be peeling up with half of the strip missing on the south ramp.

78 Havana Street and Easter Avenue Intersection APPENDIX Sidewalk Condition: Sidewalks on west side of Havana Street appear to be in fair condition, with some concrete cracking and chipping. The sidewalk on north side of Easter Avenue east of intersection is in good condition. Type of Sidewalk: Standard width, detachedd sidewalks on northwest and southwest corners. Sidewalk provided in northeast corner along north side of Easter Avenue only. No sidewalk provided along east side off Havana Street at this intersection. Crosswalk Marking Condition: Clearly defined crosswalk areas for crossing each approach and pavement markings are in fair condition, with some fading due to vehicular traffic on each approach. Type of Pedestrian Signal Indication: Two countdown pedestrian signals in southwest cornerr of the intersection, while northwest, northeast and southeast corners each have one countdown signal and one pedestrian signal head. Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient. ADA Compliance: No level landing in southeast corner and level landing in northeast cornerr appeared too far away from push buttons for accessibility requirements.

79 APPENDIX APPENDIX B TRAFFIC COUNT DATA

80

81 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd Cross Street: Yosemite St Counted by: ba & sg Other Pedestrian: File Name : Dry Creek Rd & Yosemite St Site Code : Start Date : 4/15/2015 Page No : 1 YOSEMITE ST Southbound Groups Printed- Vehicle / PED - Bicycles DRY CREEK RD YOSEMITE ST Westbound Northbound DRY CREEK RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 07:00 AM :15 AM :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % Vehicle / PED % Vehicle / PED Bicycles % Bicycles YOSEMITE ST Southbound DRY CREEK RD Westbound YOSEMITE ST Northbound DRY CREEK RD Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM :15 AM :30 AM :45 AM Total Volume % App. Total PHF Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM :15 PM :30 PM :45 PM Total Volume % App. Total PHF

82 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd Cross Street: Chester St/Alton Ct Counted By: sg Other Pedestrian: File Name : Dry Creek Rd & Chester St Site Code : Start Date : 4/15/2015 Page No : 1 CHESTER ST Southbound Groups Printed- Unshifted - Bank 1 DRY CREEK RD Westbound CHESTER ST Northbound DRY CREEK RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total Factor :00 AM :15 AM :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % Unshifted % Unshifted Bank % Bank CHESTER ST Southbound DRY CREEK RD Westbound CHESTER ST Northbound DRY CREEK RD Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM :15 AM :30 AM :45 AM Total Volume % App. Total PHF Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM :15 PM :30 PM :45 PM Total Volume % App. Total PHF

83 (303) Peak Hour - All Vehicles (3,378) 1, () Location: 1 I-25 SB ON RAMP & DRY CREEK RD AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 07:15 AM - 08:15 AM 07:45 AM - 08:00 AM Peak Hour - Pedestrians/Bicycles in Crosswalk (2,920) 1, ,420 (2,565) 0 0 1, W N 0.93 S 1,144 0 E (2,209) 1, ,414 (4,429) N W E S (803) () Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time DRY CREEK RD DRY CREEK RD I-25 SB ON RAMP I-25 SB OFF RAMP Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 6:30:00 AM , :45:00 AM , :00:00 AM , :15:00 AM ,107 4, :30:00 AM ,113 4, :45:00 AM , :00:00 AM , :15:00 AM , Count Total 0 0 2, , , ,229 8, Peak Hour 0 0 1, , ,

84 (303) Peak Hour - All Vehicles (1,758) () Location: 1 I-25 SB ON RAMP & DRY CREEK RD PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 04:30 PM - 05:30 PM 05:00 PM - 05:15 PM Peak Hour - Pedestrians/Bicycles in Crosswalk (3,635) 2, ,949 (3,418) 0 0 1, W N 0.95 S E , (3,898) 2, ,876 (3,316) N W E S (2,123) 1, () Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time DRY CREEK RD DRY CREEK RD I-25 SB ON RAMP I-25 SB OFF RAMP Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 4:30:00 PM ,227 5, :45:00 PM ,331 5, :00:00 PM ,380 4, :15:00 PM ,281 4, :30:00 PM ,111 3, :45:00 PM :00:00 PM :15:00 PM Count Total 0 0 2, ,469 2, ,208 9, Peak Hour 0 0 1, , ,

85 (303) Peak Hour - All Vehicles () (969) Location: 2 I-25 NB OFF RAMP & DRY CREEK RD AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 07:15 AM - 08:15 AM 07:45 AM - 08:00 AM Peak Hour - Pedestrians/Bicycles in Crosswalk 0 3 (2,274) 1, ,432 (4,377) , W N 0.95 S E , (1,813) 1, ,201 (5,795) W 0 3 N S 3 3 E () ,469 (2,848) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time DRY CREEK RD DRY CREEK RD I-25 NB OFF RAMP I-25 NB ON RAMP Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 6:30:00 AM , :45:00 AM ,082 4, :00:00 AM ,064 4, :15:00 AM ,246 4, :30:00 AM ,235 4, :45:00 AM , :00:00 AM , :15:00 AM , Count Total , , , , Peak Hour , , ,

86 (303) Peak Hour - All Vehicles () ,454 (2,604) Location: 2 I-25 NB OFF RAMP & DRY CREEK RD PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 04:30 PM - 05:30 PM 05:00 PM - 05:15 PM Peak Hour - Pedestrians/Bicycles in Crosswalk 0 0 (3,917) 2, ,919 (3,388) , W N 0.96 S E , (5,005) 2, ,929 (3,393) W 0 0 N S 0 0 E () (1,521) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time DRY CREEK RD DRY CREEK RD I-25 NB OFF RAMP I-25 NB ON RAMP Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 4:30:00 PM ,337 5, :45:00 PM ,446 5, :00:00 PM ,486 5, :15:00 PM ,453 4, :30:00 PM ,169 4, :45:00 PM , :00:00 PM , :15:00 PM Count Total 2 1,136 2, ,542 1, , , Peak Hour , , ,

87 (303) Peak Hour - All Vehicles (512) (708) Location: 3 INVERNESS DR W & DRY CREEK RD AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 07:15 AM - 08:15 AM 07:45 AM - 08:00 AM Peak Hour - Pedestrians/Bicycles in Crosswalk (1,879) 1, ,948 (5,330) , W N 0.91 S E (1,751) 1, ,369 (4,280) N W E S (1,175) (449) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time DRY CREEK RD DRY CREEK RD INVERNESS DR W CLINTON ST Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 6:30:00 AM , :45:00 AM , :00:00 AM , :15:00 AM ,114 4, :30:00 AM ,151 4, :45:00 AM , :00:00 AM , :15:00 AM Count Total , , , Peak Hour , ,

88 (303) Peak Hour - All Vehicles (1,132) (1,131) Location: 3 INVERNESS DR W & DRY CREEK RD PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 04:30 PM - 05:30 PM 05:00 PM - 05:15 PM Peak Hour - Pedestrians/Bicycles in Crosswalk (5,010) 2, ,816 (3,220) , W N 0.94 S E , (3,786) 2, ,587 (2,755) N W E S (713) (1,471) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time DRY CREEK RD DRY CREEK RD INVERNESS DR W CLINTON ST Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 4:30:00 PM ,357 5, :45:00 PM ,444 5, :00:00 PM ,505 5, :15:00 PM ,380 4, :30:00 PM ,138 3, :45:00 PM , :00:00 PM :15:00 PM Count Total , , , Peak Hour , , ,

89 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd Cross Street: Inverness Blvd Counted By: sg Other Pedestrian: File Name : Dry Creek Rd & Inverness Blvd Site Code : Start Date : 3/10/2015 Page No : 1 INVERNESS BLVD Southbound DRY CREEK RD Westbound Groups Printed- Unshifted INVERNESS BLVD Northbound DRY CREEK RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total Factor :00 AM :15 AM :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % INVERNESS BLVD Southbound DRY CREEK RD Westbound INVERNESS BLVD Northbound DRY CREEK RD Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM :15 AM :30 AM :45 AM Total Volume % App. Total PHF Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM :15 PM :30 PM :45 PM Total Volume % App. Total PHF

90 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd Cross Street: Inverness Dr East Counted By: sg Other Pedestrian: File Name : Dry Creek Rd & Inverness Dr East Site Code : Start Date : 3/5/2015 Page No : 1 INVERNESS DR EAST Southbound DRY CREEK RD Westbound Groups Printed- Unshifted INVERNESS DR EAST Northbound DRY CREEK RD Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total Factor :00 AM :15 AM :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % INVERNESS DR EAST Southbound DRY CREEK RD Westbound INVERNESS DR EAST Northbound DRY CREEK RD Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM :15 AM :30 AM :45 AM Total Volume % App. Total PHF Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM :15 PM :30 PM :45 PM Total Volume % App. Total PHF

91 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd Cross Street: Geddes Ave Counted By: sg Other Pedestrian: File Name : Dry Creek Rd & Geddes Ave Site Code : Start Date : 4/9/2015 Page No : 1 DRY CREEK RD Southbound Groups Printed- Unshifted - Bank 1 GEDDES AVE Westbound DRY CREEK RD Northbound GEDDES AVE Eastbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total Factor :00 AM :15 AM :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % Unshifted % Unshifted Bank % Bank DRY CREEK RD Southbound GEDDES AVE Westbound DRY CREEK RD Northbound GEDDES AVE Eastbound Start Time Left Thr u Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM :15 AM :30 AM :45 AM Total Volume % App. Total PHF Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM :15 PM :30 PM :45 PM Total Volume % App. Total PHF

92 (303) Peak Hour - All Vehicles (1,374) ,005 (1,776) Location: 4 HAVANA ST & EASTER AVE AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 07:15 AM - 08:15 AM 07:45 AM - 08:00 AM Peak Hour - Pedestrians/Bicycles in Crosswalk (129) (21) W N 0.94 S E (1,477) (1,513) N W E S (1,846) 1, ,310 (2,392) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time ACCESS EASTER AVE HAVANA ST HAVANA ST Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 6:30:00 AM , :45:00 AM , :00:00 AM , :15:00 AM , :30:00 AM , :45:00 AM :00:00 AM :15:00 AM Count Total ,121 1, , , Peak Hour ,

93 (303) Peak Hour - All Vehicles (1,710) ,310 (2,205) Location: 4 HAVANA ST & EASTER AVE PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: Peak 15-Minutes: 04:30 PM - 05:30 PM 05:00 PM - 05:15 PM Peak Hour - Pedestrians/Bicycles in Crosswalk (15) (95) W N 0.94 S E (1,533) ,224 (1,991) N W E S (2,031) 1, ,766 (2,904) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time ACCESS EASTER AVE HAVANA ST HAVANA ST Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 4:30:00 PM , :45:00 PM , :00:00 PM , :15:00 PM , :30:00 PM , :45:00 PM :00:00 PM :15:00 PM Count Total , ,644 1, , , Peak Hour ,

94 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 1.5 Station ID: 1.5 DRY CREEK RD. W/O I-25 SB RAMPS DRY CREEK RD. W/O I-25 SB RAMPS WB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 1.4% 86.4% 7.2% 0.6% 0.8% 1.9% 0.1% 0.8% 0.4% 0.1% 0.1% 0.0% 0.2% AM Peak 07:00 08:00 10:00 07:00 09:00 08:00 06:00 10:00 08:00 07:00 09:00 08:00 07:00 08:00 Vol PM Peak 17:00 17:00 12:00 16:00 13:00 17:00 14:00 15:00 12:00 12:00 13:00 12:00 12:00 17:00 Vol

95 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 1.5 Station ID: 1.5 DRY CREEK RD. W/O I-25 SB RAMPS DRY CREEK RD. W/O I-25 SB RAMPS WB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 1.2% 86.5% 7.2% 0.5% 1.0% 1.9% 0.2% 0.7% 0.4% 0.1% 0.1% 0.1% 0.2% AM Peak 08:00 08:00 10:00 11:00 11:00 08:00 08:00 08:00 08:00 09:00 10:00 10:00 07:00 08:00 Vol PM Peak 17:00 17:00 13:00 16:00 13:00 17:00 17:00 14:00 12:00 18:00 12:00 13:00 14:00 17:00 Vol Grand Total Percent 1.3% 86.5% 7.2% 0.5% 0.9% 1.9% 0.1% 0.8% 0.4% 0.1% 0.1% 0.0% 0.2%

96 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 1 Station ID: 1 DRY CREEK RD. W/O I-25 SB RAMPS DRY CREEK RD. W/O I-25 SB RAMPS EB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 1.2% 89.9% 4.9% 0.3% 0.4% 2.1% 0.1% 0.6% 0.4% 0.1% 0.1% 0.0% 0.1% AM Peak 08:00 11:00 11:00 08:00 09:00 08:00 07:00 09:00 07:00 05:00 07:00 07:00 11:00 Vol PM Peak 15:00 17:00 13:00 12:00 15:00 15:00 12:00 14:00 13:00 12:00 17:00 15:00 18:00 15:00 Vol

97 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 1 Station ID: 1 DRY CREEK RD. W/O I-25 SB RAMPS DRY CREEK RD. W/O I-25 SB RAMPS EB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 1.2% 89.8% 4.8% 0.3% 0.5% 2.1% 0.1% 0.4% 0.4% 0.1% 0.1% 0.0% 0.2% AM Peak 07:00 11:00 11:00 08:00 09:00 08:00 10:00 09:00 07:00 08:00 07:00 06:00 09:00 11:00 Vol PM Peak 16:00 17:00 15:00 16:00 12:00 17:00 12:00 17:00 12:00 15:00 15:00 13:00 14:00 17:00 Vol Grand Total Percent 1.2% 89.9% 4.8% 0.3% 0.4% 2.1% 0.1% 0.5% 0.4% 0.1% 0.1% 0.0% 0.1%

98 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 2.5 Station ID: 2.5 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E. WB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 1.0% 84.7% 9.3% 0.3% 1.4% 1.1% 0.1% 1.5% 0.2% 0.2% 0.1% 0.0% 0.2% AM Peak 11:00 11:00 11:00 11:00 10:00 11:00 07:00 11:00 11:00 10:00 11:00 11:00 11:00 Vol PM Peak 16:00 16:00 13:00 16:00 12:00 16:00 12:00 15:00 16:00 16:00 13:00 14:00 16:00 16:00 Vol

99 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 2.5 Station ID: 2.5 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E. WB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 0.9% 84.5% 9.2% 0.3% 1.7% 1.0% 0.1% 1.5% 0.4% 0.2% 0.2% 0.0% 0.1% AM Peak 09:00 11:00 11:00 08:00 08:00 11:00 11:00 08:00 08:00 06:00 11:00 07:00 09:00 11:00 Vol PM Peak 16:00 16:00 15:00 13:00 14:00 16:00 17:00 12:00 13:00 15:00 14:00 18:00 15:00 16:00 Vol Grand Total Percent 0.9% 84.6% 9.2% 0.3% 1.5% 1.0% 0.1% 1.5% 0.3% 0.2% 0.2% 0.0% 0.1%

100 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 2 Station ID: 2 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E. EB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/27/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 1.7% 71.9% 16.7% 0.7% 4.7% 1.6% 0.1% 2.3% 0.1% 0.1% 0.1% 0.0% 0.0% AM Peak 07:00 07:00 07:00 07:00 07:00 07:00 10:00 07:00 10:00 10:00 11:00 10:00 07:00 Vol PM Peak 16:00 17:00 14:00 12:00 12:00 13:00 12:00 16:00 16:00 12:00 12:00 12:00 13:00 16:00 Vol

101 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 2 Station ID: 2 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E. EB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/28/ : : : : : : : : : : : PM : : : : : : : : : : : Total Percent 1.4% 76.4% 13.3% 0.6% 3.8% 1.5% 0.1% 1.9% 0.3% 0.3% 0.2% 0.1% 0.1% AM Peak 08:00 07:00 07:00 07:00 06:00 07:00 06:00 08:00 08:00 08:00 07:00 08:00 07:00 07:00 Vol PM Peak 16:00 16:00 13:00 12:00 14:00 13:00 14:00 13:00 18:00 12:00 16:00 14:00 16:00 16:00 Vol Grand Total Percent 1.6% 74.1% 15.0% 0.6% 4.3% 1.5% 0.1% 2.1% 0.2% 0.2% 0.1% 0.0% 0.1%

102 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 3 Station ID: 3 DRY CREEK RD W/O YOSEMITE ST Start 27-Oct-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 48.7% 51.3% AM Peak - 07:00 11: :00 Vol PM Peak - 17:00 16: :00 Vol

103 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 3 Station ID: 3 DRY CREEK RD W/O YOSEMITE ST Start 28-Oct-15 Time Wed EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 49.0% 51.0% AM Peak - 07:00 11: :00 Vol PM Peak - 17:00 17: :00 Vol Total Percent 48.8% 51.2% ADT ADT 22,537 AADT 22,537

104 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 4 Station ID: 4 YOSEMITE ST N/O DRY CREEK RD Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 50.4% 49.6% AM Peak - 08:00 11: :00 Vol PM Peak - 16:00 17: :00 Vol

105 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 4 Station ID: 4 YOSEMITE ST N/O DRY CREEK RD Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 50.1% 49.9% AM Peak - 08:00 11: :00 Vol PM Peak - 17:00 17: :00 Vol Total Percent 50.2% 49.8% ADT ADT 15,238 AADT 15,238

106 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 5 Station ID: 5 YOSEMITE ST. S/O DRY CREEK RD. YOSEMITE ST. S/O DRY CREEK RD. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 48.9% 51.1% AM Peak - 07:00 11: :00 Vol PM Peak - 16:00 17: :00 Vol

107 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 5 Station ID: 5 YOSEMITE ST. S/O DRY CREEK RD. YOSEMITE ST. S/O DRY CREEK RD. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 48.2% 51.8% AM Peak - 07:00 11: :00 Vol PM Peak - 17:00 17: :00 Vol Total Percent 48.5% 51.5% ADT ADT 15,941 AADT 15,941

108 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 6 Station ID: 6 WALGREENS ACCESS N/O DRY CREEK RD. WALGREENS ACCESS N/O DRY CREEK RD. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 46.6% 53.4% AM Peak - 11:00 11: :00 Vol PM Peak - 12:00 12: :00 Vol

109 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 6 Station ID: 6 WALGREENS ACCESS N/O DRY CREEK RD. WALGREENS ACCESS N/O DRY CREEK RD. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 45.8% 54.2% AM Peak - 11:00 11: :00 Vol PM Peak - 12:00 12: :00 Vol Total Percent 46.2% 53.8% ADT ADT 741 AADT 741

110 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 7 Station ID: 7 ALTON CT. N/O DRY CREEK RD. ALTON CT. N/O DRY CREEK RD. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 53.4% 46.6% AM Peak - 08:00 11: :00 Vol PM Peak - 13:00 16: :00 Vol

111 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 7 Station ID: 7 ALTON CT. N/O DRY CREEK RD. ALTON CT. N/O DRY CREEK RD. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 52.6% 47.4% AM Peak - 07:00 11: :00 Vol PM Peak - 13:00 16: :00 Vol Total Percent 53.0% 47.0% ADT ADT 5,469 AADT 5,469

112 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 8 Station ID: 8 CHESTER ST. S/O DRY CREEK RD. CHESTER ST. S/O DRY CREEK RD. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 52.4% 47.6% AM Peak - 11:00 07: :00 Vol PM Peak - 16:00 12: :00 Vol

113 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 8 Station ID: 8 CHESTER ST. S/O DRY CREEK RD. CHESTER ST. S/O DRY CREEK RD. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 52.1% 47.9% AM Peak - 11:00 07: :00 Vol PM Peak - 16:00 17: :00 Vol Total Percent 52.2% 47.8% ADT ADT 13,687 AADT 13,687

114 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 9 Station ID: 9 DRY CREEK RD. W/O CLINTON ST. DRY CREEK RD. W/O CLINTON ST. Start 27-Oct-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 53.3% 46.7% AM Peak - 07:00 11: :00 Vol PM Peak - 17:00 16: :00 Vol

115 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 9 Station ID: 9 DRY CREEK RD. W/O CLINTON ST. DRY CREEK RD. W/O CLINTON ST. Start 28-Oct-15 Time Wed EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 53.2% 46.8% AM Peak - 07:00 11: :00 Vol PM Peak - 17:00 16: :00 Vol Total Percent 53.3% 46.7% ADT ADT 46,359 AADT 46,359

116 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 10 Station ID: 10 CLINTON ST. N/O DRY CREEK RD. CLINTON ST. N/O DRY CREEK RD. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 43.5% 56.5% AM Peak - 11:00 11: :00 Vol PM Peak - 17:00 17: :00 Vol

117 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 10 Station ID: 10 CLINTON ST. N/O DRY CREEK RD. CLINTON ST. N/O DRY CREEK RD. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 43.0% 57.0% AM Peak - 11:00 11: :00 Vol PM Peak - 17:00 17: :00 Vol Total Percent 43.3% 56.7% ADT ADT 11,786 AADT 11,786

118 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 11 Station ID: 11 INVERNESS DR. W. S/O DRY CREEK RD. INVERNESS DR. W. S/O DRY CREEK RD. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 49.6% 50.4% AM Peak - 11:00 07: :00 Vol PM Peak - 16:00 12: :00 Vol

119 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 11 Station ID: 11 INVERNESS DR. W. S/O DRY CREEK RD. INVERNESS DR. W. S/O DRY CREEK RD. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 48.5% 51.5% AM Peak - 11:00 08: :00 Vol PM Peak - 17:00 12: :00 Vol Total Percent 49.1% 50.9% ADT ADT 11,245 AADT 11,245

120 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 12 Station ID: 12 INVERNESS BLVD S/O DRY CREEK RD INVERNESS BLVD S/O DRY CREEK RD Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 42.0% 58.0% AM Peak - 07:00 08: :00 Vol PM Peak - 16:00 16: :00 Vol

121 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 12 Station ID: 12 INVERNESS BLVD S/O DRY CREEK RD INVERNESS BLVD S/O DRY CREEK RD Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 44.6% 55.4% AM Peak - 07:00 08: :00 Vol PM Peak - 17:00 17: :00 Vol Total Percent 43.2% 56.8% ADT ADT 1,077 AADT 1,077

122 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 13 Station ID: 13 INVERNESS DR. E. S/O DRY CREEK RD. INVERNESS DR. E. S/O DRY CREEK RD. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 48.6% 51.4% AM Peak - 11:00 08: :00 Vol PM Peak - 16:00 12: :00 Vol

123 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 13 Station ID: 13 INVERNESS DR. E. S/O DRY CREEK RD. INVERNESS DR. E. S/O DRY CREEK RD. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 48.9% 51.1% AM Peak - 11:00 08: :00 Vol PM Peak - 16:00 12: :00 Vol Total Percent 48.7% 51.3% ADT ADT 9,632 AADT 9,632

124 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 14 Station ID: 14 GEDDES AVE. W/O HAVANA ST. GEDDES AVE. W/O HAVANA ST. Start 27-Oct-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 42.6% 57.4% AM Peak - 11:00 11: :00 Vol PM Peak - 12:00 12: :00 Vol

125 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 14 Station ID: 14 GEDDES AVE. W/O HAVANA ST. GEDDES AVE. W/O HAVANA ST. Start 28-Oct-15 Time Wed EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 42.2% 57.8% AM Peak - 11:00 11: :00 Vol PM Peak - 12:00 12: :00 Vol Total Percent 42.4% 57.6% ADT ADT 1,600 AADT 1,600

126 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 15 Station ID: 15 GEDDES AVE E/O HAVANA ST Start 27-Oct-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 51.0% 49.0% AM Peak - 07:00 11: :00 Vol PM Peak - 12:00 16: :00 Vol

127 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 15 Station ID: 15 GEDDES AVE E/O HAVANA ST Start 28-Oct-15 Time Wed EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 52.2% 47.8% AM Peak - 07:00 11: :00 Vol PM Peak - 12:00 16: :00 Vol Total Percent 51.6% 48.4% ADT ADT 3,804 AADT 3,804

128 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 16 Station ID: 16 HAVANA ST N/O GEDDES AVE Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 56.8% 43.2% AM Peak - 07:00 07: :00 Vol PM Peak - 17:00 16: :00 Vol

129 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 16 Station ID: 16 HAVANA ST N/O GEDDES AVE Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 56.9% 43.1% AM Peak - 07:00 07: :00 Vol PM Peak - 17:00 16: :00 Vol Total Percent 56.8% 43.2% ADT ADT 26,888 AADT 26,888

130 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 17 Station ID: 17 EASTER AVE. E/O HAVANA ST. EASTER AVE. E/O HAVANA ST. Start 27-Oct-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 55.4% 44.6% AM Peak - 07:00 07: :00 Vol PM Peak - 17:00 16: :00 Vol

131 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 17 Station ID: 17 EASTER AVE. E/O HAVANA ST. EASTER AVE. E/O HAVANA ST. Start 28-Oct-15 Time Wed EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 55.1% 44.9% AM Peak - 07:00 07: :00 Vol PM Peak - 17:00 17: :00 Vol Total Percent 55.3% 44.7% ADT ADT 16,674 AADT 16,674

132 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 18 Station ID: 18 HAVANA ST. N/O EASTER AVE. HAVANA ST. N/O EASTER AVE. Start 27-Oct-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 56.1% 43.9% AM Peak - 07:00 08: :00 Vol PM Peak - 16:00 17: :00 Vol

133 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 18 Station ID: 18 HAVANA ST. N/O EASTER AVE. HAVANA ST. N/O EASTER AVE. Start 28-Oct-15 Time Wed NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 56.5% 43.5% AM Peak - 11:00 07: :00 Vol PM Peak - 17:00 17: :00 Vol Total Percent 56.3% 43.7% ADT ADT 21,000 AADT 21,000

134 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 19 Station ID: 19 ARAPAHOE RD W/O HAVANA ST. ARAPAHOE RD W/O HAVANA ST. Start 27-Oct-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 48.8% 51.2% AM Peak - 07:00 07: :00 Vol PM Peak - 17:00 16: :00 Vol

135 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 19 Station ID: 19 ARAPAHOE RD W/O HAVANA ST. ARAPAHOE RD W/O HAVANA ST. Start 28-Oct-15 Time Wed EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 49.1% 50.9% AM Peak - 07:00 07: :00 Vol PM Peak - 17:00 16: :00 Vol Total Percent 48.9% 51.1% ADT ADT 54,138 AADT 54,138

136 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 20 Station ID: 20 ARAPAHOE RD. E/O HAVANA ST. ARAPAHOE RD. E/O HAVANA ST. Start 27-Oct-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 49.8% 50.2% AM Peak - 07:00 07: :00 Vol PM Peak - 16:00 16: :00 Vol

137 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 20 Station ID: 20 ARAPAHOE RD. E/O HAVANA ST. ARAPAHOE RD. E/O HAVANA ST. Start 28-Oct-15 Time Wed EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 50.0% 50.0% AM Peak - 07:00 07: :00 Vol PM Peak - 17:00 16: :00 Vol Total Percent 49.9% 50.1% ADT ADT 59,712 AADT 59,712

138 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 22 Station ID: 22 I-25 SB OFF RAMP N/O DRY CREEK RD Start 27-Oct-1 Time Tue SB 12:00 AM 38 01: : : : : : : : : : : :00 PM : : : : : : : : : : :00 82 Total AM Peak - 07: Vol PM Peak - 12: Vol

139 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 22 Station ID: 22 I-25 SB OFF RAMP N/O DRY CREEK RD Start 28-Oct-1 Time Wed SB 12:00 AM 36 01: : : : : : : : : : : :00 PM : : : : : : : : : : :00 85 Total AM Peak - 07: Vol PM Peak - 16: Vol Grand Total ADT ADT 15,343 AADT 15,343

140 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 23 Station ID: 23 I-25 SB ON RAMP S/O DRY CREEK RD. I-25 SB ON RAMP S/O DRY CREEK RD. Start 27-Oct-1 Time Tue SB 12:00 AM 32 01: : : : : : : : : : : :00 PM : : : : : : : : : : :00 85 Total AM Peak - 11: Vol PM Peak - 16: Vol

141 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 23 Station ID: 23 I-25 SB ON RAMP S/O DRY CREEK RD. I-25 SB ON RAMP S/O DRY CREEK RD. Start 28-Oct-1 Time Wed SB 12:00 AM 38 01: : : : : : : : : : : :00 PM : : : : : : : : : : :00 92 Total AM Peak - 11: Vol PM Peak - 16: Vol Grand Total ADT ADT 10,240 AADT 10,240

142 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 24 Station ID: 24 I-25 NB ON RAMP N/O DRY CREEK RD. I-25 NB ON RAMP N/O DRY CREEK RD. Start 27-Oct-1 Time Tue NB 12:00 AM 53 01: : : : : : : : : : : :00 PM : : : : : : : : : : : Total AM Peak - 11: Vol PM Peak - 16: Vol

143 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 24 Station ID: 24 I-25 NB ON RAMP N/O DRY CREEK RD. I-25 NB ON RAMP N/O DRY CREEK RD. Start 28-Oct-1 Time Wed NB 12:00 AM 47 01: : : : : : : : : : : :00 PM : : : : : : : : : : : Total AM Peak - 11: Vol PM Peak - 16: Vol Grand Total ADT ADT 13,112 AADT 13,112

144 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 25 Station ID: 25 I-25 NB OFF RAMP S/O DRY CREEK RD I-25 NB OFF RAMP S/O DRY CREEK RD Start 27-Oct-1 Time Tue NB 12:00 AM 23 01: : : : : : : : : : : :00 PM : : : : : : : : : : :00 63 Total AM Peak - 07: Vol PM Peak - 16: Vol

145 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 2 Site Code: 25 Station ID: 25 I-25 NB OFF RAMP S/O DRY CREEK RD I-25 NB OFF RAMP S/O DRY CREEK RD Start 28-Oct-1 Time Wed NB 12:00 AM 30 01: : : : : : : : : : : :00 PM : : : : : : : : : : :00 45 Total AM Peak - 07: Vol PM Peak - 17: Vol Grand Total ADT ADT 13,508 AADT 13,508

146

147 APPENDIX APPENDIX C OPERATIONAL REPORTS

148

149 Dry Creek Corridor Existing Conditions AM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B A A B B B D D D D C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B D C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 20.0 HCM 2010 LOS C Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

150 Dry Creek Corridor Existing conditions PM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E B B E F C F D D C D C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C F D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 66.2 HCM 2010 LOS E Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

151 Dry Creek Corridor Existing Conditions AM Peak Hour 72: Chester St & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D C F B C C C C C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 49.6 HCM 2010 LOS D Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

152 Dry Creek Corridor Existing conditions PM Peak Hour 72: Chester St & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C F C B C C E C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D D C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 44.8 HCM 2010 LOS D Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

153 Dry Creek Corridor Existing Conditions AM Peak Hour 628: Dry Creek Rd & W Ramp Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D E A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 29.2 HCM 2010 LOS C Notes Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

154 Dry Creek Corridor Existing conditions PM Peak Hour 628: Dry Creek Rd & W Ramp Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D E C D E Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 38.9 HCM 2010 LOS D Notes Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

155 Dry Creek Corridor Existing Conditions AM Peak Hour 627: E Ramp & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A B D E Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 18.0 HCM 2010 LOS B Notes Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

156 Dry Creek Corridor Existing conditions PM Peak Hour 627: E Ramp & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F A C D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS F C D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 60.8 HCM 2010 LOS E Notes Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

157 Dry Creek Corridor Existing Conditions AM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C C E A D D D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 26.0 HCM 2010 LOS C Notes Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

158 Dry Creek Corridor Existing conditions PM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E B B E A F E D E Approach Vol, veh/h Approach Delay, s/veh Approach LOS C A F D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 26.5 HCM 2010 LOS C Notes Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

159 Dry Creek Corridor Existing Conditions AM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A A B D D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 4.4 HCM 2010 LOS A Notes Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

160 Dry Creek Corridor Existing conditions PM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A B D D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 9.9 HCM 2010 LOS A Notes Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

161 Dry Creek Corridor Existing Conditions AM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B A B A A D D D E E Approach Vol, veh/h Approach Delay, s/veh Approach LOS A A D E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 3.2 HCM 2010 LOS A Notes Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

162 Dry Creek Corridor Existing conditions PM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B A B B B D D E F Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B D F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 21.3 HCM 2010 LOS C Notes Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

163 Dry Creek Corridor Existing Conditions AM Peak Hour 3885: Havana St & Geddes Ave Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E E E E E E A A A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E E A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 5.2 HCM 2010 LOS A Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

164 Dry Creek Corridor Existing conditions PM Peak Hour 3885: Havana St & Geddes Ave Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D E E D D E A B B A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D B A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 13.0 HCM 2010 LOS B Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

165 Dry Creek Corridor Existing Conditions AM Peak Hour 3111: Havana St & Easter Ave Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D E B A A B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 19.7 HCM 2010 LOS B Notes Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

166 Dry Creek Corridor Existing conditions PM Peak Hour 3111: Havana St & Easter Ave Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D B A B F A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 23.3 HCM 2010 LOS C Notes Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

167 Dry Creek Corridor Existing Conditions AM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D D D A A A A B A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 13.3 HCM 2010 LOS B Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

168 Dry Creek Corridor Existing conditions PM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D D E B B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D E B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 25.5 HCM 2010 LOS C Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

169 Dry Creek Corridor Existing Conditions AM Peak Hour 598: Havana St & Arapahoe Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C C E C C E D E E E Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 37.4 HCM 2010 LOS D Notes Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

170 Dry Creek Corridor Existing conditions PM Peak Hour 598: Havana St & Arapahoe Rd Year 2015 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E D C F C B E E E D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 45.2 HCM 2010 LOS D Notes Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

171 Dry Creek Corridor Existing Conditions AM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

172 Dry Creek Corridor Existing conditions PM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~348 ~ Queue Length 95th (ft) # m#508 #947 m232 # # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

173 Dry Creek Corridor Existing Conditions AM Peak Hour 72: Chester St & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 14 ~339 2 ~ Queue Length 95th (ft) m32 #491 m18 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

174 Dry Creek Corridor Existing conditions PM Peak Hour 72: Chester St & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ Queue Length 95th (ft) m m1 # m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

175 Dry Creek Corridor Existing Conditions AM Peak Hour 628: Dry Creek Rd & W Ramp Year 2015 Traffic Volumes Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ Queue Length 95th (ft) m343 m # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

176 Dry Creek Corridor Existing conditions PM Peak Hour 628: Dry Creek Rd & W Ramp Year 2015 Traffic Volumes Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) #418 m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 # 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

177 Dry Creek Corridor Existing Conditions AM Peak Hour 627: E Ramp & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m58 m #281 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 # 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. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

178 Dry Creek Corridor Existing conditions PM Peak Hour 627: E Ramp & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ Queue Length 95th (ft) # m133 m Internal Link Dist (ft) Turn Bay Length (ft) 583 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

179 Dry Creek Corridor Existing Conditions AM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial # 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. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

180 Dry Creek Corridor Existing conditions PM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~191 ~ ~324 Queue Length 95th (ft) m47 #763 #229 #378 m55 m114 #619 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

181 Dry Creek Corridor Existing Conditions AM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT EBR WBL WBT NBL NBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m0 19 m0 m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

182 Dry Creek Corridor Existing conditions PM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2015 Traffic Volumes Lane Group EBL EBT EBR WBL WBT NBL NBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m0 m242 m4 m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

183 Dry Creek Corridor Existing Conditions AM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 16 ~ Queue Length 95th (ft) m40 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

184 Dry Creek Corridor Existing conditions PM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m1 41 m # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial # 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

185 Dry Creek Corridor Existing Conditions AM Peak Hour 3885: Havana St & Geddes Ave Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m16 m160 m20 85 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

186 Dry Creek Corridor Existing conditions PM Peak Hour 3885: Havana St & Geddes Ave Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) # m5 66 m2 m98 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial # 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

187 Dry Creek Corridor Existing Conditions AM Peak Hour 3111: Havana St & Easter Ave Year 2015 Traffic Volumes Lane Group EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

188 Dry Creek Corridor Existing conditions PM Peak Hour 3111: Havana St & Easter Ave Year 2015 Traffic Volumes Lane Group EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) 96 # m # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial # 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. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

189 Dry Creek Corridor Existing Conditions AM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

190 Dry Creek Corridor Existing conditions PM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2015 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

191 Dry Creek Corridor Existing Conditions AM Peak Hour 598: Havana St & Arapahoe Rd Year 2015 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Dry Creek Corridor Existing Conditions 7:00 am 11/24/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

192 Dry Creek Corridor Existing conditions PM Peak Hour 598: Havana St & Arapahoe Rd Year 2015 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) #168 # # #316 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Dry Creek Corridor Existing Conditions 7:00 am 12/8/2015 Year 2015 Traffic Volumes Synchro 9 Report Page 1

193 SimTraffic Simulation Summary AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Summary of All Intervals Run Number Avg Start Time 6:57 6:57 6:57 6:57 6:57 6:57 End Time 7:42 7:42 7:42 7:42 7:42 7:42 Total Time (min) Time Recorded (min) # of Intervals # of Recorded Intervals Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Interval #0 Information Seeding Start Time 6:57 End Time 7:12 Total Time (min) 15 Volumes adjusted by Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 7:12 End Time 7:42 Total Time (min) 30 Volumes adjusted by Growth Factors. Run Number Avg Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Dry Creek Corridor Existing Conditions SimTraffic Report Page 1

194 SimTraffic Performance Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 1: E Ramp & Dry Creek Rd Performance by movement Movement EBT WBT NER All Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr W & Dry Creek Rd Performance by movement Movement EBT EBR WBT All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd & W Ramp Performance by movement Movement EBT WBT SWR All Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 0.1 Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 0.0 Total Del/Veh (s) 26.8 Dry Creek Corridor Existing Conditions SimTraffic Report Page 2

195 SimTraffic Performance Report AM Peak Hour Year 2015 Traffic Volumes 1/12/ : Yosemite St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Yosemite St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement All Denied Del/Veh (s) 17.6 Total Del/Veh (s) : E Ramp & Dry Creek Rd Performance by movement Movement EBL EBT WBT WBR NBL NBR All Denied Del/Veh (s) Total Del/Veh (s) : W Ramp & Dry Creek Rd Performance by movement Movement EBT EBR WBL WBT SBL SBR All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) 16.8 Dry Creek Corridor Existing Conditions SimTraffic Report Page 3

196 SimTraffic Performance Report AM Peak Hour Year 2015 Traffic Volumes 1/12/ : Havana St & Easter Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Easter Ave Performance by movement Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) : Inverness Blvd & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBR SBR All Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr East & Dry Creek Rd/Havana St Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement All Denied Del/Veh (s) 0.0 Total Del/Veh (s) 9.9 Total Zone Performance Denied Del/Veh (s) 13.5 Total Del/Veh (s) Dry Creek Corridor Existing Conditions SimTraffic Report Page 4

197 Arterial Level of Service AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Arterial Level of Service: EB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Yosemite St Chester St W Ramp W Ramp E Ramp E Ramp Inverness Dr W Inverness Dr West Inverness Blvd Inverness Dr East Total Arterial Level of Service: EB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Yosemite St Chester St W Ramp W Ramp E Ramp E Ramp Inverness Dr W Inverness Dr West Inverness Blvd Inverness Dr East Total Dry Creek Corridor Existing Conditions SimTraffic Report Page 5

198 Arterial Level of Service AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Arterial Level of Service: WB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Inverness Blvd Clinton St Inverness Dr W E Ramp E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: WB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Inverness Blvd Clinton St Inverness Dr W E Ramp E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: NB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Dry Creek Corridor Existing Conditions SimTraffic Report Page 6

199 Arterial Level of Service AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Arterial Level of Service: NB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Arterial Level of Service: SB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Arterial Level of Service: SB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Dry Creek Corridor Existing Conditions SimTraffic Report Page 7

200 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 1: E Ramp & Dry Creek Rd Movement EB EB EB WB WB WB NE Directions Served T T T T T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 30: Inverness Dr W & Dry Creek Rd Movement EB EB EB EB EB EB WB WB WB Directions Served T T T T T R T T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 68: Dry Creek Rd & W Ramp Movement EB EB EB Directions Served T T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 8

201 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 72: Chester St & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB WB NB Directions Served L T T T R L L T T T R L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 72: Chester St & Dry Creek Rd Movement NB NB NB NB SB SB SB Directions Served L T R R L L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 9

202 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served L L T T TR L L T T TR L L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 3 Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement NB NB SB SB SB Directions Served T TR L T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 Storage Blk Time (%) 3 Queuing Penalty (veh) 1 Dry Creek Corridor Existing Conditions SimTraffic Report Page 10

203 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 84: Yosemite St & Dry Creek Rd Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T TR L T T R L T T R L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 84: Yosemite St & Dry Creek Rd Movement SB SB SB Directions Served T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 11

204 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 598: Havana St & Arapahoe Rd Movement EB EB EB EB EB WB WB WB WB WB WB NB Directions Served L T T T R L L T T T R L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 598: Havana St & Arapahoe Rd Movement NB NB NB NB SB SB SB SB Directions Served L T T R L L T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 42 0 Queuing Penalty (veh) 43 0 Intersection: 627: E Ramp & Dry Creek Rd Movement EB EB EB EB EB WB WB WB NB NB NB Directions Served L L T T T T T T L LT R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 17 Queuing Penalty (veh) 40 Dry Creek Corridor Existing Conditions SimTraffic Report Page 12

205 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 628: W Ramp & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served T T T T R L L T T T L LT Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 628: W Ramp & Dry Creek Rd Movement SB Directions Served R Maximum Queue (ft) 160 Average Queue (ft) 95 95th Queue (ft) 156 Link Distance (ft) 78 Upstream Blk Time (%) 14 Queuing Penalty (veh) 65 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 13

206 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T TR L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement SB SB Directions Served T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3111: Havana St & Easter Ave Movement EB WB WB WB NB NB NB NB SB SB SB SB Directions Served LTR L L TR L T T R L T T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 14

207 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 3599: Inverness Blvd & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB NB NB SB Directions Served L T T T R L T T TR L TR R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T TR L T T TR L L LT R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement SB SB Directions Served L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) 226 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 0 0 Dry Creek Corridor Existing Conditions SimTraffic Report Page 15

208 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 3885: Havana St & Geddes Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T R L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3885: Havana St & Geddes Ave Movement SB SB Directions Served T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 6636 Dry Creek Corridor Existing Conditions SimTraffic Report Page 16

209 SimTraffic Simulation Summary PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Summary of All Intervals Run Number Avg Start Time 6:57 6:57 6:57 6:57 6:57 6:57 End Time 7:42 7:42 7:42 7:42 7:42 7:42 Total Time (min) Time Recorded (min) # of Intervals # of Recorded Intervals Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Interval #0 Information Seeding Start Time 6:57 End Time 7:12 Total Time (min) 15 Volumes adjusted by Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 7:12 End Time 7:42 Total Time (min) 30 Volumes adjusted by Growth Factors. Run Number Avg Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Dry Creek Corridor Existing Conditions SimTraffic Report Page 1

210 SimTraffic Performance Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 8: Dry Creek Rd & W Ramp Performance by movement Movement EBT WBT SWR All Denied Del/Veh (s) Total Del/Veh (s) : E Ramp & Dry Creek Rd Performance by movement Movement EBT WBT NER All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd Performance by movement Movement EBT EBR WBT All Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 8.9 Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 0.0 Total Del/Veh (s) 37.4 Dry Creek Corridor Existing Conditions SimTraffic Report Page 2

211 SimTraffic Performance Report PM Peak Hour Year 2015 Traffic Volumes 1/12/ : Yosemite St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Yosemite St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 4.6 Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement All Denied Del/Veh (s) 6.2 Total Del/Veh (s) : E Ramp & Dry Creek Rd Performance by movement Movement EBL EBT WBT WBR NBL NBT NBR All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd & W Ramp Performance by movement Movement EBT EBR WBL WBT SBL SBT SBR All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) 33.7 Dry Creek Corridor Existing Conditions SimTraffic Report Page 3

212 SimTraffic Performance Report PM Peak Hour Year 2015 Traffic Volumes 1/12/ : Havana St & Easter Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Easter Ave Performance by movement Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) : Inverness Blvd & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT NBL NBR SBR All Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr East & Dry Creek Rd/Havana St Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr East & Dry Creek Rd/Havana St Performance by movement Movement All Denied Del/Veh (s) 0.5 Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement All Denied Del/Veh (s) 0.3 Total Del/Veh (s) 14.0 Total Zone Performance Denied Del/Veh (s) 10.0 Total Del/Veh (s) Dry Creek Corridor Existing Conditions SimTraffic Report Page 4

213 Arterial Level of Service PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Arterial Level of Service: EB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Yosemite St Chester St W Ramp E Ramp E Ramp Inverness Dr West Inverness Blvd Inverness Dr East Total Arterial Level of Service: EB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Yosemite St Chester St W Ramp E Ramp E Ramp Inverness Dr West Inverness Blvd Inverness Dr East Total Dry Creek Corridor Existing Conditions SimTraffic Report Page 5

214 Arterial Level of Service PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Arterial Level of Service: WB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Inverness Blvd Clinton St E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: WB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Inverness Blvd Clinton St E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: NB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Dry Creek Corridor Existing Conditions SimTraffic Report Page 6

215 Arterial Level of Service PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Arterial Level of Service: NB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Arterial Level of Service: SB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Arterial Level of Service: SB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Dry Creek Corridor Existing Conditions SimTraffic Report Page 7

216 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 8: Dry Creek Rd & W Ramp Movement EB EB EB WB WB WB SW Directions Served T T T T T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: E Ramp & Dry Creek Rd Movement EB EB EB WB WB WB WB NE Directions Served T T T T T T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 16: Dry Creek Rd Movement EB EB EB EB EB EB WB WB WB WB Directions Served T T T T T R T T T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 8

217 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 72: Chester St & Dry Creek Rd Movement EB EB EB EB EB B24 B24 B24 WB WB WB WB Directions Served L T T T R T T T L L T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 72: Chester St & Dry Creek Rd Movement WB WB NB NB NB NB NB SB SB SB Directions Served T R L L T R R L L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 9

218 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served L L T T TR L L T T TR L L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 6 Queuing Penalty (veh) 0 4 Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement NB NB SB SB SB SB Directions Served T TR L T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 Storage Blk Time (%) 0 20 Queuing Penalty (veh) 0 7 Dry Creek Corridor Existing Conditions SimTraffic Report Page 10

219 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 84: Yosemite St & Dry Creek Rd Movement EB EB EB WB WB WB WB B24 B24 B24 NB NB Directions Served L T TR L T T R T T T L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 84: Yosemite St & Dry Creek Rd Movement NB NB SB SB SB SB Directions Served T R L T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 11

220 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 598: Havana St & Arapahoe Rd Movement EB EB EB EB EB WB WB WB WB WB WB NB Directions Served L T T T R L L T T T R L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 598: Havana St & Arapahoe Rd Movement NB NB NB NB SB SB SB SB Directions Served L T T R L L T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 12

221 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 627: E Ramp & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served L L T T T T T T T R L LT Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 95 Storage Blk Time (%) 0 29 Queuing Penalty (veh) Intersection: 627: E Ramp & Dry Creek Rd Movement NB Directions Served R Maximum Queue (ft) 104 Average Queue (ft) 51 95th Queue (ft) 91 Link Distance (ft) 82 Upstream Blk Time (%) 2 Queuing Penalty (veh) 2 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 13

222 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 628: Dry Creek Rd & W Ramp Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served T T T T R L L T T T L LT Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 628: Dry Creek Rd & W Ramp Movement SB Directions Served R Maximum Queue (ft) 129 Average Queue (ft) th Queue (ft) 144 Link Distance (ft) 53 Upstream Blk Time (%) 41 Queuing Penalty (veh) 74 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 14

223 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T TR L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement SB SB Directions Served T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3111: Havana St & Easter Ave Movement EB WB WB WB NB NB NB NB SB SB SB SB Directions Served LTR L L TR L T T R L T T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Existing Conditions SimTraffic Report Page 15

224 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 3599: Inverness Blvd & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB NB NB SB Directions Served L T T T R L T T TR L TR R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T TR L T T TR L L LT R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 4 7 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement SB SB Directions Served L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) 226 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 1 13 Queuing Penalty (veh) 1 1 Dry Creek Corridor Existing Conditions SimTraffic Report Page 16

225 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 3885: Havana St & Geddes Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T R L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3885: Havana St & Geddes Ave Movement SB SB Directions Served T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 9826 Dry Creek Corridor Existing Conditions SimTraffic Report Page 17

226 Dry Creek Corridor Future Conditions AM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D F F F C C C D E F B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS F F D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Synchro 9 Report Page 1

227 Dry Creek Corridor Future Conditions PM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F C C F F D F D F E F D Approach Vol, veh/h Approach Delay, s/veh Approach LOS D F F F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Synchro 9 Report Page 1

228 Dry Creek Corridor Future Conditions AM Peak Hour 72: Chester St & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C F D F C F C C D C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS F F C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Synchro 9 Report Page 1

229 Dry Creek Corridor Future Conditions PM Peak Hour 72: Chester St & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C F F C C C F F D Approach Vol, veh/h Approach Delay, s/veh Approach LOS C F F F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Synchro 9 Report Page 1

230 Dry Creek Corridor Future Conditions AM Peak Hour 628: Dry Creek Rd & W Ramp Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F E C F C Approach Vol, veh/h Approach Delay, s/veh Approach LOS F D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Notes Synchro 9 Report Page 1

231 Dry Creek Corridor Future Conditions PM Peak Hour 628: Dry Creek Rd & W Ramp Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F D B D F Approach Vol, veh/h Approach Delay, s/veh Approach LOS F C F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Notes Synchro 9 Report Page 1

232 Dry Creek Corridor Future Conditions AM Peak Hour 627: E Ramp & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C A C F F Approach Vol, veh/h Approach Delay, s/veh Approach LOS A C F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 35.9 HCM 2010 LOS D Notes Synchro 9 Report Page 1

233 Dry Creek Corridor Future Conditions PM Peak Hour 627: E Ramp & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F A C D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS F C D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Notes Synchro 9 Report Page 1

234 Dry Creek Corridor Future Conditions AM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A B F A E E D E Approach Vol, veh/h Approach Delay, s/veh Approach LOS B F E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 49.2 HCM 2010 LOS D Notes Synchro 9 Report Page 1

235 Dry Creek Corridor Future Conditions PM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A A F A F F D F Approach Vol, veh/h Approach Delay, s/veh Approach LOS B A F F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 94.7 HCM 2010 LOS F Notes Synchro 9 Report Page 1

236 Dry Creek Corridor Future Conditions AM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D F A C B B D D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 22.2 HCM 2010 LOS C Notes Synchro 9 Report Page 1

237 Dry Creek Corridor Future Conditions PM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A A A F D D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS A D D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 22.0 HCM 2010 LOS C Notes Synchro 9 Report Page 1

238 Dry Creek Corridor Future Conditions AM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B F D A A D D D E E Approach Vol, veh/h Approach Delay, s/veh Approach LOS A A D E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 9.6 HCM 2010 LOS A Notes Synchro 9 Report Page 1

239 Dry Creek Corridor Future Conditions PM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B A B A A E D E F Approach Vol, veh/h Approach Delay, s/veh Approach LOS A A E F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 20.0 HCM 2010 LOS B Notes Synchro 9 Report Page 1

240 Dry Creek Corridor Future Conditions AM Peak Hour 3885: Havana St & Geddes Ave Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D E E D E E A B B C A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS E E B A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 9.8 HCM 2010 LOS A Synchro 9 Report Page 1

241 Dry Creek Corridor Future Conditions PM Peak Hour 3885: Havana St & Geddes Ave Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D E D D B C C C A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D E C A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 21.4 HCM 2010 LOS C Synchro 9 Report Page 1

242 Dry Creek Corridor Future Conditions AM Peak Hour 3111: Havana St & Easter Ave Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D F E C B F C A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D F F A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Notes Synchro 9 Report Page 1

243 Dry Creek Corridor Future Conditions PM Peak Hour 3111: Havana St & Easter Ave Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D F D C C F F B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D F F F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS F Notes Synchro 9 Report Page 1

244 Dry Creek Corridor Future Conditions AM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D D D B B B C B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 22.0 HCM 2010 LOS C Synchro 9 Report Page 1

245 Dry Creek Corridor Future Conditions PM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F D D D D F C C C C C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS E F C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 47.3 HCM 2010 LOS D Synchro 9 Report Page 1

246 Dry Creek Corridor Future Conditions AM Peak Hour 598: Havana St & Arapahoe Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C C F F C F E E F F Approach Vol, veh/h Approach Delay, s/veh Approach LOS C E E F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 55.8 HCM 2010 LOS E Notes Synchro 9 Report Page 1

247 Dry Creek Corridor Future Conditions PM Peak Hour 598: Havana St & Arapahoe Rd Year 2040 Traffic Volumes Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D B B F D C F F F F F Approach Vol, veh/h Approach Delay, s/veh Approach LOS B E F F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 76.0 HCM 2010 LOS E Notes Synchro 9 Report Page 1

248 Dry Creek Corridor Future Conditions AM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 191 ~1194 ~ ~ Queue Length 95th (ft) #400 #1357 # # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

249 Dry Creek Corridor Future Conditions PM Peak Hour 84: Yosemite St & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ ~821 ~ ~ ~ Queue Length 95th (ft) #279 #522 m#615 m#1035 m220 # #426 #325 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

250 Dry Creek Corridor Future Conditions AM Peak Hour 72: Chester St & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 47 ~ ~ ~ Queue Length 95th (ft) m43 m#613 m17 # # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

251 Dry Creek Corridor Future Conditions PM Peak Hour 72: Chester St & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~422 ~ ~699 ~ Queue Length 95th (ft) m19 m373 m1 m#508 m#1184 m #850 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

252 Dry Creek Corridor Future Conditions AM Peak Hour 628: Dry Creek Rd & W Ramp Year 2040 Traffic Volumes Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ ~ Queue Length 95th (ft) m#474 m103 #246 m # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Synchro 9 Report Page 1

253 Dry Creek Corridor Future Conditions PM Peak Hour 628: Dry Creek Rd & W Ramp Year 2040 Traffic Volumes Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~900 ~ ~412 Queue Length 95th (ft) m#772 m#554 m #627 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Synchro 9 Report Page 1

254 Dry Creek Corridor Future Conditions AM Peak Hour 627: E Ramp & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~447 ~ Queue Length 95th (ft) m0 m m32 #661 #663 #419 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Synchro 9 Report Page 1

255 Dry Creek Corridor Future Conditions PM Peak Hour 627: E Ramp & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ Queue Length 95th (ft) m#498 m47 m140 m9 #371 # Internal Link Dist (ft) Turn Bay Length (ft) 583 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Synchro 9 Report Page 1

256 Dry Creek Corridor Future Conditions AM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 166 ~1301 ~ ~ Queue Length 95th (ft) m180 #1359 # #147 #257 #103 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

257 Dry Creek Corridor Future Conditions PM Peak Hour 79: Inverness Dr West/Clinton St & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~64 ~1171 ~406 ~ ~207 ~653 Queue Length 95th (ft) m#79 #1291 #529 #920 m82 #317 #894 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

258 Dry Creek Corridor Future Conditions AM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT EBR WBL WBT NBL NBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 17 ~ Queue Length 95th (ft) m15 m43 m0 m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Synchro 9 Report Page 1

259 Dry Creek Corridor Future Conditions PM Peak Hour 3599: Inverness Blvd & Dry Creek Rd Year 2040 Traffic Volumes Lane Group EBL EBT EBR WBL WBT NBL NBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m0 m479 m6 m15 m# Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial # 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. Synchro 9 Report Page 1

260 Dry Creek Corridor Future Conditions AM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 89 ~ Queue Length 95th (ft) m83 m# Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

261 Dry Creek Corridor Future Conditions PM Peak Hour 3600: Inverness Dr East & Dry Creek Rd/Havana St Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~339 ~ Queue Length 95th (ft) m4 #761 m64 m377 #468 # #85 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

262 Dry Creek Corridor Future Conditions AM Peak Hour 3885: Havana St & Geddes Ave Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m53 m160 m118 m362 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal. Synchro 9 Report Page 1

263 Dry Creek Corridor Future Conditions PM Peak Hour 3885: Havana St & Geddes Ave Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ Queue Length 95th (ft) # m33 m192 m2 m295 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

264 Dry Creek Corridor Future Conditions AM Peak Hour 3111: Havana St & Easter Ave Year 2040 Traffic Volumes Lane Group EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) 14 ~ Queue Length 95th (ft) 41 # m1 268 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

265 Dry Creek Corridor Future Conditions PM Peak Hour 3111: Havana St & Easter Ave Year 2040 Traffic Volumes Lane Group EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~110 ~ ~1149 ~ Queue Length 95th (ft) #199 # m2 313 #1251 # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

266 Dry Creek Corridor Future Conditions AM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~ Queue Length 95th (ft) m # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial ~ 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. Synchro 9 Report Page 1

267 Dry Creek Corridor Future Conditions PM Peak Hour 2930: Havana St & Costilla Ave/Briarwood Ave Year 2040 Traffic Volumes Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) v/c Ratio dr Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) # m # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Centennial # 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. dr Defacto Right Lane. Recode with 1 though lane as a right lane. Synchro 9 Report Page 1

268 Dry Creek Corridor Future Conditions AM Peak Hour 598: Havana St & Arapahoe Rd Year 2040 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~261 ~ ~233 Queue Length 95th (ft) # #384 # #268 # #100 #346 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Synchro 9 Report Page 1

269 Dry Creek Corridor Future Conditions PM Peak Hour 598: Havana St & Arapahoe Rd Year 2040 Traffic Volumes Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) ~220 ~ ~ ~251 ~ ~264 ~287 Queue Length 95th (ft) #370 # #331 # #365 #691 #401 #376 #408 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: CDOT R6 ~ 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. Synchro 9 Report Page 1

270 SimTraffic Simulation Summary AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Summary of All Intervals Run Number Avg Start Time 6:57 6:57 6:57 6:57 6:57 6:57 End Time 7:42 7:42 7:42 7:42 7:42 7:42 Total Time (min) Time Recorded (min) # of Intervals # of Recorded Intervals Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Interval #0 Information Seeding Start Time 6:57 End Time 7:12 Total Time (min) 15 Volumes adjusted by Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 7:12 End Time 7:42 Total Time (min) 30 Volumes adjusted by Growth Factors. Run Number Avg Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Dry Creek Corridor Future Conditions SimTraffic Report Page 1

271 SimTraffic Performance Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 1: E Ramp & Dry Creek Rd Performance by movement Movement EBT WBT NER All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd Performance by movement Movement EBT EBR WBT All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd & W Ramp Performance by movement Movement EBT WBT SWR All Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 11.6 Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 0.3 Total Del/Veh (s) 82.6 Dry Creek Corridor Future Conditions SimTraffic Report Page 2

272 SimTraffic Performance Report AM Peak Hour Year 2040 Traffic Volumes 1/12/ : Yosemite St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Yosemite St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement All Denied Del/Veh (s) 74.0 Total Del/Veh (s) : E Ramp & Dry Creek Rd Performance by movement Movement EBL EBT WBT WBR NBL NBR All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd & W Ramp Performance by movement Movement EBT EBR WBL WBT SBL SBR All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) 37.8 Dry Creek Corridor Future Conditions SimTraffic Report Page 3

273 SimTraffic Performance Report AM Peak Hour Year 2040 Traffic Volumes 1/12/ : Havana St & Easter Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Easter Ave Performance by movement Movement All Denied Del/Veh (s) 4.7 Total Del/Veh (s) : Inverness Blvd & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBR SBR All Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr East & Dry Creek Rd/Havana St Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) 64.5 Total Zone Performance Denied Del/Veh (s) Total Del/Veh (s) Dry Creek Corridor Future Conditions SimTraffic Report Page 4

274 Arterial Level of Service AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Arterial Level of Service: EB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Yosemite St Chester St W Ramp E Ramp E Ramp Inverness Dr West Inverness Blvd Inverness Dr East Total Arterial Level of Service: EB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Yosemite St Chester St W Ramp E Ramp E Ramp Inverness Dr West Inverness Blvd Inverness Dr East Total Dry Creek Corridor Future Conditions SimTraffic Report Page 5

275 Arterial Level of Service AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Arterial Level of Service: WB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Inverness Blvd Clinton St E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: WB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Inverness Blvd Clinton St E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: NB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Dry Creek Corridor Future Conditions SimTraffic Report Page 6

276 Arterial Level of Service AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Arterial Level of Service: NB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Arterial Level of Service: SB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Arterial Level of Service: SB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Dry Creek Corridor Future Conditions SimTraffic Report Page 7

277 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 1: E Ramp & Dry Creek Rd Movement EB EB EB WB WB WB NE Directions Served T T T T T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 30: Dry Creek Rd Movement EB EB EB EB EB EB WB WB WB Directions Served T T T T T R T T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 68: Dry Creek Rd & W Ramp Movement EB EB EB WB WB WB SW Directions Served T T T T T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 8

278 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 72: Chester St & Dry Creek Rd Movement EB EB EB EB EB B24 B24 B24 WB WB WB WB Directions Served L T T T R T T T L L T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 72: Chester St & Dry Creek Rd Movement WB WB NB NB NB NB NB SB SB SB Directions Served T R L L T R R L L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 9

279 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served L L T T TR L L T T TR L L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement NB NB SB SB SB Directions Served T TR L T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 10

280 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 84: Yosemite St & Dry Creek Rd Movement EB EB EB WB WB WB WB B24 B24 NB NB NB Directions Served L T TR L T T R T T L T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 84: Yosemite St & Dry Creek Rd Movement NB SB SB SB SB Directions Served R L T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 5 0 Queuing Penalty (veh) 6 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 11

281 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 598: Havana St & Arapahoe Rd Movement EB EB EB EB EB WB WB WB WB WB WB NB Directions Served L T T T R L L T T T R L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 598: Havana St & Arapahoe Rd Movement NB NB NB NB SB SB SB SB Directions Served L T T R L L T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 627: E Ramp & Dry Creek Rd Movement EB EB EB EB EB WB WB WB NB NB NB Directions Served L L T T T T T T L LT R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 12 Queuing Penalty (veh) 37 Dry Creek Corridor Future Conditions SimTraffic Report Page 12

282 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 628: Dry Creek Rd & W Ramp Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served T T T T R L L T T T L LT Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 628: Dry Creek Rd & W Ramp Movement SB Directions Served R Maximum Queue (ft) 167 Average Queue (ft) th Queue (ft) 173 Link Distance (ft) 78 Upstream Blk Time (%) 75 Queuing Penalty (veh) 501 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 13

283 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T TR L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 0 Queuing Penalty (veh) 2 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement SB SB Directions Served T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3111: Havana St & Easter Ave Movement EB WB WB WB NB NB NB NB SB SB SB SB Directions Served LTR L L TR L T T R L T T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 10 8 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 14

284 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 3599: Inverness Blvd & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB NB NB SB Directions Served L T T T R L T T TR L TR R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T TR L T T TR L L LT R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement SB SB Directions Served L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) 226 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 2 2 Queuing Penalty (veh) 0 0 Dry Creek Corridor Future Conditions SimTraffic Report Page 15

285 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 3885: Havana St & Geddes Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T R L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 11 Queuing Penalty (veh) 62 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3885: Havana St & Geddes Ave Movement SB SB Directions Served T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) 10 9 Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: Dry Creek Corridor Future Conditions SimTraffic Report Page 16

286 SimTraffic Simulation Summary PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Summary of All Intervals Run Number Avg Start Time 6:57 6:57 6:57 6:57 6:57 6:57 End Time 7:42 7:42 7:42 7:42 7:42 7:42 Total Time (min) Time Recorded (min) # of Intervals # of Recorded Intervals Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Interval #0 Information Seeding Start Time 6:57 End Time 7:12 Total Time (min) 15 Volumes adjusted by Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 7:12 End Time 7:42 Total Time (min) 30 Volumes adjusted by Growth Factors. Run Number Avg Vehs Entered Vehs Exited Starting Vehs Ending Vehs Travel Distance (mi) Travel Time (hr) Total Delay (hr) Total Stops Fuel Used (gal) Dry Creek Corridor Future Conditions SimTraffic Report Page 1

287 SimTraffic Performance Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 8: Dry Creek Rd & W Ramp Performance by movement Movement EBT WBT SWR All Denied Del/Veh (s) Total Del/Veh (s) : E Ramp & Dry Creek Rd Performance by movement Movement EBT WBT NER All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd Performance by movement Movement EBT EBR WBT All Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Chester St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) 60.2 Total Del/Veh (s) Dry Creek Corridor Future Conditions SimTraffic Report Page 2

288 SimTraffic Performance Report PM Peak Hour Year 2040 Traffic Volumes 1/12/ : Yosemite St & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Yosemite St & Dry Creek Rd Performance by movement Movement All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Arapahoe Rd Performance by movement Movement All Denied Del/Veh (s) 74.6 Total Del/Veh (s) : E Ramp & Dry Creek Rd Performance by movement Movement EBL EBT WBT WBR NBL NBR All Denied Del/Veh (s) Total Del/Veh (s) : Dry Creek Rd & W Ramp Performance by movement Movement EBT EBR WBL WBT SBL SBR All Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Costilla Ave/Briarwood Ave Performance by movement Movement All Denied Del/Veh (s) 40.1 Total Del/Veh (s) Dry Creek Corridor Future Conditions SimTraffic Report Page 3

289 SimTraffic Performance Report PM Peak Hour Year 2040 Traffic Volumes 1/12/ : Havana St & Easter Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Easter Ave Performance by movement Movement All Denied Del/Veh (s) Total Del/Veh (s) : Inverness Blvd & Dry Creek Rd Performance by movement Movement EBL EBT EBR WBL WBT NBL NBR SBR All Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr East & Dry Creek Rd/Havana St Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Inverness Dr East & Dry Creek Rd/Havana St Performance by movement Movement All Denied Del/Veh (s) 67.6 Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) Total Del/Veh (s) : Havana St & Geddes Ave Performance by movement Movement All Denied Del/Veh (s) 0.4 Total Del/Veh (s) 28.9 Total Zone Performance Denied Del/Veh (s) Total Del/Veh (s) Dry Creek Corridor Future Conditions SimTraffic Report Page 4

290 Arterial Level of Service PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Arterial Level of Service: EB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Yosemite St Chester St W Ramp E Ramp E Ramp Inverness Dr West Inverness Blvd Inverness Dr East Total Arterial Level of Service: EB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Yosemite St Chester St W Ramp E Ramp E Ramp Inverness Dr West Inverness Blvd Inverness Dr East Total Dry Creek Corridor Future Conditions SimTraffic Report Page 5

291 Arterial Level of Service PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Arterial Level of Service: WB Dry Creek Rd Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Inverness Blvd Clinton St E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: WB Dry Creek Rd Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Inverness Blvd Clinton St E Ramp W Ramp W Ramp Chester St Yosemite St Total Arterial Level of Service: NB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Dry Creek Corridor Future Conditions SimTraffic Report Page 6

292 Arterial Level of Service PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Arterial Level of Service: NB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Geddes Ave Easter Ave Briarwood Ave Arapahoe Rd Total Arterial Level of Service: SB Havana St Delay Travel Dist Arterial Run 1 Run 1 Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Arterial Level of Service: SB Havana St Run 2 Run 2 Run 3 Run 3 Run 4 Run 4 Run 5 Cross Street Speed Delay Speed Delay Speed Delay Speed Arapahoe Rd Costilla Ave Easter Ave Geddes Ave Inverness Dr East Total Dry Creek Corridor Future Conditions SimTraffic Report Page 7

293 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 8: Dry Creek Rd & W Ramp Movement EB EB EB WB WB WB SW Directions Served T T T T T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: E Ramp & Dry Creek Rd Movement EB EB EB WB WB WB WB NE Directions Served T T T T T T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 16: Dry Creek Rd Movement EB EB EB EB EB EB WB WB WB WB Directions Served T T T T T R T T T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 8

294 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 72: Chester St & Dry Creek Rd Movement EB EB EB EB EB B24 B24 B24 WB WB WB WB Directions Served L T T T R T T T L L T T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 72: Chester St & Dry Creek Rd Movement WB WB NB NB NB NB NB SB SB SB Directions Served T R L L T R R L L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 9

295 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served L L T T TR L L T T TR L L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 79: Inverness Dr West/Clinton St & Dry Creek Rd Movement NB NB SB SB SB SB Directions Served T TR L T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 Storage Blk Time (%) 2 96 Queuing Penalty (veh) 4 57 Dry Creek Corridor Future Conditions SimTraffic Report Page 10

296 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 84: Yosemite St & Dry Creek Rd Movement EB EB EB WB WB WB WB B24 B24 B24 NB NB Directions Served L T TR L T T R T T T L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 84: Yosemite St & Dry Creek Rd Movement NB NB SB SB SB SB Directions Served T R L T T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 11

297 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 598: Havana St & Arapahoe Rd Movement EB EB EB EB EB WB WB WB WB WB WB NB Directions Served L T T T R L L T T T R L Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 598: Havana St & Arapahoe Rd Movement NB NB NB NB SB SB SB SB Directions Served L T T R L L T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 12

298 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 627: E Ramp & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served L L T T T T T T T R L LT Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 95 Storage Blk Time (%) 1 28 Queuing Penalty (veh) Intersection: 627: E Ramp & Dry Creek Rd Movement NB Directions Served R Maximum Queue (ft) 114 Average Queue (ft) 58 95th Queue (ft) 100 Link Distance (ft) 82 Upstream Blk Time (%) 3 Queuing Penalty (veh) 7 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 13

299 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 628: Dry Creek Rd & W Ramp Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served T T T T R L L T T T L LT Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 628: Dry Creek Rd & W Ramp Movement SB Directions Served R Maximum Queue (ft) 129 Average Queue (ft) th Queue (ft) 132 Link Distance (ft) 53 Upstream Blk Time (%) 98 Queuing Penalty (veh) 236 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 14

300 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T TR L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave Movement SB SB Directions Served T R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3111: Havana St & Easter Ave Movement EB WB WB WB NB NB NB NB SB SB SB SB Directions Served LTR L L TR L T T R L T T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Dry Creek Corridor Future Conditions SimTraffic Report Page 15

301 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 3599: Inverness Blvd & Dry Creek Rd Movement EB EB EB EB EB WB WB WB WB NB NB SB Directions Served L T T T R L T T TR L TR R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L T T TR L T T TR L L LT R Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St Movement SB SB Directions Served L TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) 226 Upstream Blk Time (%) 2 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 5 59 Queuing Penalty (veh) 5 12 Dry Creek Corridor Future Conditions SimTraffic Report Page 16

302 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 3885: Havana St & Geddes Ave Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T TR L T R L T T TR L T Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3885: Havana St & Geddes Ave Movement SB SB Directions Served T TR Maximum Queue (ft) Average Queue (ft) th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: Dry Creek Corridor Future Conditions SimTraffic Report Page 17

303 APPENDIX APPENDIX D QUEUE LENGTHS

304

305 APPENDIX Existing and 2040 Intersection Queue Lengths DIRECTION DRY CREEK ROAD SEGMENT INTERSECTION APPROACH Yosemite St MOVEMENT AVAILABLE STORAGE (FEET) AM PEAK HOUR 95 TH PERCENTILE QUEUE LENGTH (FEET) EXISTING 2040 PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR Left Through Left Chester St / Alton Ct Through Right Eastbound Northbound I 25 West Ramps I 25 East Ramps Inverness Dr W / Clinton St Inverness Blvd Inverness Dr East Geddes St Easter Ave Costilla Arapahoe Through Right Left Through Left Through Left Through Right Left Through Left Through Left Through Right Left Through Left Through Right Source: Synchro 9 Analysis, SEH

306 APPENDIX DIRECTION DRY CREEK ROAD SEGMENT INTERSECTION APPROACH Easter Ave MOVEMENT AVAILABLE STORAGE (FEET) AM PEAK HOUR 95 TH PERCENTILE QUEUE LENGTH (FEET) EXISTING 2040 PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR Left Through Southbound Geddes St Costilla Arapahoe Inverness Dr E Inverness Blvd Inverness Dr W / Clinton St Left Through Left Through Right Left Through Left Through Left Through Left Through I 25 E Ramps Through Westbound I 25 W Ramps Chester St Yosemite St Left Through Left Through Right Left Through Right I 25 SB Off Ramp I 25 NB Off Ramp Source: Synchro 9 Analysis, SEH Left Right Left Right

307 APPENDIX APPENDIX E TRAVEL DEMAND FORECAST INFORMATION

308

309 APPENDIX Population, Households and Employment in Travel Demand Model TAZ ID TOTAL EMPLOYMENT TOTAL HOUSEHOLDS , , ,815 1, ,800 8, ,439 1, ,549 8, ,152 1, ,682 2, ,338 5, ,956 2, ,200 5, ,000 2, ,564 1, ,716 2, ,042 1, ,570 2, ,343 2, , ,605 2, ,200 1, , ,701 3, ,467 5, , ,183 4, ,700 2, , , ,461 2, TOTAL 51,806 84,646 8,225 12,637 Source: DRCOG 2015, DEA

310 I-25/Dry Creek Road Interchange and Corridor Study Yosemite Street to Easter Avenue TRAVEL DEMAND MODEL TAZ SYSTEM E Arapahoe Rd 2266 S Clinton St E Costilla Ave 2759 E Easter Ave E Briarwood Ave 2751 E Easter Ave 743 S K ent o n St E Arapahoe Rd 2284 Family Sports Center Golf Course S Peoria St S Yosemite St S Yosemite St 2229 S Alton Wy S Alton Ct E Dry Creek Rd S Chester St S Clinton St Geddes Ave S Fulton St Inverness Dr W Inverness Blvd 2291 S Havana St The Inverness Golf Club Inve r ness Dr E S Joliet St S Lima St Inverness Dr E 2293 Legend 2290 Centennial Airport Broncos Pkwy 2244 Nichols Ave Study Area Traffic Analysis Roadways Traffic Analysis Zones (TAZ) TAZ Split