FINAL Corridor Conditions Report

I-25/Dry Creek Road Interchange and Corridor Study Yosemite Street to Easter Avenue

March 2016

Prepared for Prepared by

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 ...... 12 Stormwater Facilities ...... 17 Utilities ...... 17 Vehicular Traffic Operations ...... 19 Existing Traffic Conditions ...... 20 Future Traffic Conditions ...... 28 Crash History ...... 36 Crash Types and Location ...... 36 Crash Rates and Severity Index ...... 38 Predicted Norms ...... 39 Corridor Multimodal Mobility ...... 41 Transit ...... 41 Non-motorized Transportation ...... 48 Planned Multimodal Improvements ...... 49 Potential Non-Motorized Demand ...... 50 Environmental Overview ...... 51 Hazardous Materials ...... 51 Water Resources and Wetlands...... 51 Noise ...... 53 Threatened and Endangered Species and Wildlife Habitat ...... 53 Parks and Recreation Resources (Section 4(f)/6(f)) ...... 54 Air Quality ...... 55

Environmental Justice ...... 55 Cultural Resources (Historic and Archeological Resources) ...... 56 Paleontological Resources ...... 56 Floodplains ...... 56 Construction Impacts ...... 57 Other Resources ...... 57 Corridor Issues Summary ...... 58 Traffic Operations ...... 58 Pedestrian/Bicycle Facilities ...... 59 Transit ...... 59

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

LIST OF TABLES LIST OF TABLES Table 1: Population, Households and Employment ...... 4 Table 2: Corridor Turn Lane Evaluation ...... 13 Table 3: Fences and Walls along Study Corridor ...... 14 Table 4: Intersection Level of Service (LOS) Criteria ...... 19 Table 5: Corridor Level of Service (LOS) Criteria ...... 19 Table 6: Existing Intersection Level of Service (LOS) Results ...... 26 Table 7: Existing Corridor Level of Service (LOS) Results ...... 27 Table 8: 2040 Intersection Level of Service (LOS) Results – AM Peak Hour ...... 32 Table 9: 2040 Intersection Level of Service (LOS) Results – PM Peak Hour ...... 32 Table 10: 2040 Corridor Level of Service (LOS) Results – AM Peak Hour ...... 33 Table 11: 2040 Corridor Level of Service (LOS) Results – PM Peak Hour ...... 34 Table 12: Dry Creek Corridor Crash Type and Location (2010 – 2014) ...... 36 Table 13: Dry Creek Corridor Crash Location and Severity (2010 – 2014)...... 38 Table 14: Dry Creek Corridor Crash Severity Index (2010 – 2014) ...... 39 Table 15: Intersection Crash Comparison ...... 40 Table 16: LRT Headways at Dry Creek Station ...... 42 Table 17: Weekday Headways for Route 66 ...... 44 Table 18: Study Area Call-n-Ride Origin and Destination Information ...... 46 Table 19: Noise Abatement Criteria ...... 53 Table 20: Federal Species ...... 54

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LIST OF FIGURES LIST OF FIGURES Figure 1: Study Area ...... 2 Figure 2: Roadway Features ...... 10 Figure 3: Potential Corridor Transportation Infrastructure Deficiencies ...... 16 Figure 4: Existing Traffic and Intersection Level of Service ...... 21 Figure 5: Hourly Traffic Distribution along Dry Creek Road ...... 22 Figure 6: Interchange Traffic Origins and Destinations ...... 23 Figure 7: Peak Hour Lane Utilization ...... 25 Figure 8: Existing AM and PM Queue Lengths along Dry Creek Road ...... 28 Figure 9: 2040 Traffic Volumes and LOS ...... 31 Figure 10: 2040 AM and PM Queue Lengths along Dry Creek Road ...... 35 Figure 11: Dry Creek Corridor Crash History (2010 – 2014) ...... 37 Figure 12: I-25 Corridor LRT AM and PM Peak Weekday Boardings and Alightings ...... 42 Figure 13: Dry Creek Station Weekday Daily Boardings and Alightings ...... 43 Figure 14: Dry Creek Station AM and PM Peak Weekday Boardings and Alightings ...... 43 Figure 15: Call-n-Ride Average Weekday Ridership (2011 – 2014) ...... 45 Figure 16: Existing Multimodal Features ...... 47 Figure 17: Natural and Built Environmental Features ...... 52

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.

INTRODUCTION Figure 1: Study Area

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.

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 2013. Households and employment along the Dry Creek Road corridor are projected to increase at a relatively modest rate to year 2040. 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 2040. Employment is projected to increase by nearly 2.0% annually within the study area. Table 1: Population, Households and Employment

ANNUAL TOTAL GROWTH 2015 2040 GROWTH RATE (2015 TO 2040) (2015 TO 2040) Population 21,010 32,070 + 11,060 1.71% Households 8,225 12,637 + 4,412 1.73% Employment 51,806 84,646 + 32,840 1.98% 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 4

INTRODUCTION

¢ 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 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

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

INTRODUCTION

¢ Pedestrian connection from station to Mineral Avenue/Dayton Street

¢ Crosswalk at Chester Street/East Panorama Drive 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 1999. 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 2010. The plan builds upon the multimodal transportation improvement recommendations made in the Arapahoe Road Corridor Study, completed in 2007. 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

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 2016.

¢ 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 2016.

¢ 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 2019. A multiuse path will also be added at I-25/Dry Creek Road with construction in 2017.

¢ Bike Lanes – On-street bike facilities will provide a connection along Nichols Avenue and Chester Street. Construction is scheduled for 2016. 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

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

CORRIDOR FACILITIES Figure 2: Roadway Features

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,

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

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 DESCRIPTION OF POTENTIAL DEFICIENCY Dry Creek Road/Yosemite Street ¢ Eastbound left turn deceleration lane does not meet Intersection storage length and taper length requirements. ¢ Westbound left turn deceleration lane does not meet storage length and taper length requirements. Dry Creek Road/Alton Court/Chester ¢ Eastbound left turn deceleration lane does not meet Street Intersection taper length requirements. ¢ Westbound left turn deceleration lane does not meet storage length and taper length requirements. I-25/Dry Creek Road Southbound Ramp ¢ Westbound left turn deceleration lane does not Intersection meet storage length and taper length requirements. I-25/Dry Creek Road Northbound Ramp ¢ Eastbound left turn deceleration lane does not meet Intersection taper length requirements. Dry Creek Road/Clinton Street/Inverness ¢ Eastbound left turn deceleration lane does not meet Drive West Intersection taper length requirements. ¢ Westbound left turn deceleration lane does not meet taper length requirements. Dry Creek Road/Inverness Drive East ¢ Westbound left turn deceleration lane does not Intersection meet taper length requirements. Dry Creek Road/Geddes Avenue ¢ Northbound left turn deceleration lane does not Intersection meet taper length requirements. ¢ Southbound left turn deceleration lane does not meet taper length requirements. Dry Creek Road/Easter Avenue ¢ Southbound left turn deceleration lane does not Intersection meet storage length and taper length requirements.

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

APPROXIMATE OFFSET LOCATION TYPE FROM BACK OF SIDEWALK Willow Way to Yosemite Street Wood Fence with 2 feet (South side of Dry Creek Road) Masonry Pillars East of Yosemite Street to Walgreens Access Stone Retaining Wall 10 feet (North side of Dry Creek Road) East of 7-Eleven/Bono’s/Drury Inn & Suites Access to Wrought Iron Fence 15 to 30 feet I-25 Southbound Ramp Terminal with Masonry Pillars (North side of Dry Creek Road) East of I-25 Southbound Ramp Terminal to I-25 Bridge Tiered Stone 0 to 30 feet (North side of Dry Creek Road) Retaining Walls East of I-25 Southbound Ramp Terminal to I-25 Bridge Tiered Stone 0 to 24 feet (South side of Dry Creek Road) Retaining Walls East of I-25 Bridge to I-25 Northbound Ramp Terminal Tiered Stone 0 to 30 feet (North side of Dry Creek Road) Retaining Walls East of I-25 Bridge to I-25 Northbound Ramp Terminal Tiered Stone 0 to 24 feet (South side of Dry Creek Road) Retaining Walls I-25 Northbound Off-Ramp Concrete Barrier with 8 feet (from edge of (East side of ramp) Chain Link Fence traveled way)

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.

CORRIDOR FACILITIES Figure 3: Potential Corridor Transportation Infrastructure Deficiencies

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, 2010. 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 1991. 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.

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).

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

TWO-WAY STOP CONTROL SIGNALIZED DELAY RANGE LOS DELAY RANGE (SECONDS/VEHICLE) (SECONDS/VEHICLE) A 0 -10 0 – 10 B 10 -20 10 – 15 C 20 – 35 15 – 25 D 35 – 55 25 – 35 E 55 – 80 35 – 50 F 80 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% 34 – 40 39 – 45 B 67 - 85% 27 – 33 31 – 38 C 50 – 67% 20 – 26 23 – 30 D 40 – 50% 16 – 19 18 – 22 E 30 – 40% 12 – 16 14 – 21 F < 30% < 12 < 14 Source: Highway Capacity Manual, 2010, and SEH

VEHICULAR TRAFFIC OPERATIONS Existing Traffic Conditions Traffic count data were collected within the study area during October 2015. 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.

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

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

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 2015. 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

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

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.

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

AM/PM PEAK HOUR DRY CREEK ROAD INTERSECTION LOS 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.

VEHICULAR TRAFFIC OPERATIONS Table 7: Existing Corridor Level of Service (LOS) Results

AM/PM PEAK HOUR DIRECTION DRY CREEK ROAD SEGMENT 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 Eastbound 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 Northbound Geddes St to Easter Ave B / C 24 / 23 OVERALL D / C 17 / 23 Easter Ave to Geddes St A / A 34 / 35 Southbound 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 Westbound 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 Source: Highway Capacity Manual, 2010

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.

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 post- processing 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

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

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.

2040 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 2040. 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 2040. Traffic forecasts along Arapahoe Road show an increase of 20-30% at the Havana Street intersection.

VEHICULAR TRAFFIC OPERATIONS Figure 9: 2040 Traffic Volumes and LOS

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 Existing 2040 Difference Intersection Delay Delay LOS LOS (sec/veh) (sec/veh) (sec/veh) Yosemite Street C 20 F 124.6 104.6 Chester Street/Alton Court D 49.6 F 248.1 198.5 I-25 West Ramps C 29.2 F 135.7 106.5 I-25 East Ramps B 18 D 35.9 17.9 Inverness Drive West/Clinton Street C 26 D 49.2 23.2 Inverness Boulevard A 4.4 C 22.2 17.8 Inverness Drive East A 3.2 A 9.6 6.4 Geddes Street A 5.2 A 9.8 4.6 Easter Avenue B 19.7 F 100 80.3 Costilla Avenue/Briarwood Avenue B 13.3 C 22 8.7 Arapahoe Road C 37.4 E 55.8 18.4 Source: Highway Capacity Manual, 2010

Table 9: 2040 Intersection Level of Service (LOS) Results – PM Peak Hour Existing 2040 Difference Intersection Delay Delay LOS LOS (sec/veh) (sec/veh) (sec/veh) Yosemite Street E 66.2 F 223.6 157.4 Chester Street/Alton Court D 44.8 F 215.6 170.8 I-25 West Ramps D 38.9 F 134.4 95.5 I-25 East Ramps E 60.8 F 214.3 153.5 Inverness Drive West/Clinton Street C 26.5 F 94.7 68.2 Inverness Boulevard A 9.9 C 22 12.1 Inverness Drive East C 21.3 C 20.1 -1.2 Geddes Street B 13 C 21.4 8.4 Easter Avenue C 23.3 F 185.4 162.1 Costilla Avenue/Briarwood Avenue C 25.5 D 47.3 21.8 Arapahoe Road D 45.2 E 76 30.8 Source: Highway Capacity Manual, 2010

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 11. 2040 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

AM/PM PEAK HOUR EXISTING 2040 DIFFERENCE DIRECTION DRY CREEK ROAD SEGMENT SPEED SPEED (MPH) LOS LOS (MPH) (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 Eastbound 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 Northbound 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 17 11 Briarwood Ave to Easter Ave E 19 C 27 8 Southbound 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 Westbound 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, 2010

VEHICULAR TRAFFIC OPERATIONS Table 11: 2040 Corridor Level of Service (LOS) Results – PM Peak Hour

AM/PM PEAK HOUR EXISTING 2040 DIFFERENCE DIRECTION DRY CREEK ROAD SEGMENT SPEED SPEED (MPH) LOS LOS (MPH) (MPH) 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 Eastbound 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 Northbound 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 Southbound Easter Ave to Geddes St B 35 C 29 -6 Geddes St to Inverness Dr E B 34 D 22 -12 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 Westbound 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.

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

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, 2014. 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 (2010 – 2014)

) )

ND BJECT E

RASH YPE OCATION O URN URN

C T / L THER OTAL SAME ICYCLE PPOSITE T T ( T O EAR PPROACH IDESWIPE IDESWIPE B ROADSIDE VERTAKING R EDESTRIAN S S (O A IXED DIRECTION DIRECTION B O P F

Yosemite St 28 9 9 10 1 0 2 1 1 61 Chester St/Alton Ct 19 4 4 4 1 2 0 0 0 34 I-25 West Ramps 11 10 7 7 0 0 2 0 0 37 I-25 East Ramps 20 4 12 3 0 0 4 0 0 43 Inverness Dr West / Clinton St 11 7 5 3 0 0 5 0 0 31 Inverness Blvd 8 3 1 1 0 0 1 0 1 15 Inverness Dr East 10 4 6 2 0 1 5 0 1 29 Geddes Ave 5 0 9 1 0 0 2 1 2 20 Easter Ave 9 3 9 0 2 0 0 2 0 25 Total 121 44 62 31 4 3 21 4 5 295 Percentage 41.0% 14.9% 21.0% 10.5% 1.4% 1.0% 7.1% 1.4% 1.7% 100.0% Source: CDOT

CRASH HISTORY Figure 11: Dry Creek Corridor Crash History (2010 – 2014)

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 (2010 – 2014)

PROPERTY DAMAGE LOCATION FATAL INJURY TOTAL ONLY (PDO) Yosemite St 1 14 46 61 Chester St/Alton Ct 0 7 27 34 I-25 West Ramps 0 8 29 37 I-25 East Ramps 0 5 38 43 Inverness Dr West / Clinton St 0 9 22 31 Inverness Blvd 0 5 10 15 Inverness Dr East 0 7 22 29 Geddes Ave 0 5 15 20 Easter Ave 0 8 17 25 Total 1 68 226 295 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.

CRASH HISTORY Table 14: Dry Creek Corridor Crash Severity Index (2010 – 2014)

TOTAL CRASHES WITH CRASHES PER MEV WITH CRASHES PER LOCATION SEVERITY INDEX SEVERITY INDEX MEV ADJUSTMENT ADJUSTMENT Yosemite St 0.81 128 1.69 Alton Ct 0.57 62 1.03 I-25 West Ramps 0.44 69 0.82 I-25 East Ramps 0.49 63 0.71 Inverness Dr West / Clinton St 0.32 67 0.68 Inverness Blvd 0.22 35 0.52 Inverness Dr East 0.38 57 0.75 Geddes Ave 0.37 40 0.74 Easter Ave 0.44 57 1.01 Source: CDOT

Predicted Norms Intersection crashes were compared to the Safety Performance Function curve (SPF) of an urban 6-lane, divided, signalized 4-leg intersection1 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-than- average 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 2012. 39

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

) )

RASH YPE OCATION ND

C T / L BJECT E O URN URN SAME ICYCLE PPOSITE T T ( EAR PPROACH IDESWIPE IDESWIPE B ROADSIDE VERTAKING R EDESTRIAN S S (O A IXED DIRECTION DIRECTION B O P F

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.

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 Dry Creek Light Rail Station details provided later in this section).

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 18th 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 16.

CORRIDOR MULTIMODAL MOBILITY Table 16: LRT Headways at Dry Creek Station

AM PEAK PERIOD (6:30 AM- MIDDAY PM PEAK PERIOD DIRECTION 8:30 AM) (8:30 AM-4:30 PM) (4:30 PM-6:30 PM) Northbound 15 minutes until approximately 6-9 minutes 6-15 minutes (Combined) 2 PM, then 6-15 minutes Southbound 15 minutes until approximately 6-12 minutes 6-15 minutes (Combined) 2 PM, then 6-15 minutes December 2015 Schedule | Source: RTD

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

1,000

500

- 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.

CORRIDOR MULTIMODAL MOBILITY Figure 13: Dry Creek Station Weekday Daily Boardings and Alightings 800 700 600 500 389 289 400 300

200 159 379 310 100 127 0 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 17 350 Southbound 12 300 250 Southbound 200 373 Northbound Northbound 362 Southbound 150 298 276 100 50 0 Northbound 16 Northbound 13 Board Alight Board Alight Morning Peak Afternoon Peak

January 2015 Weekday (Monday-Thursday) | Source: RTD

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. Table 17: Weekday Headways for Route 66

AM PEAK PERIOD MIDDAY PM PEAK PERIOD DIRECTION (6:30 AM-8:30 AM) (8:30 AM-4:30 PM) (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

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 2014. 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 (2011 – 2014)

250

200

150 239 236 100 195 215

50 56 54 53 48 0 2011 2012 2013 2014

Dry Creek Inverness North

Source: RTD

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 NAME ADDRESS TRIPS PEOPLE TRIPS PEOPLE (IN FIGURE 14) 1 Elavon / US Bank 9359 E Nichols Ave 50 50 50 60 2 Dry Creek Station (west) 9450 E Dry Creek Rd 580 650 460 490 3 Dry Creek Station (east) Dry Creek/Inverness Dr E 1,975 2,820 1,011 1,790 4 Comcast 7150 S Fulton St 60 60 60 70 5 Dish Network 94 Inverness E Cir 50 100 190 310 6 Ria Radiology 10700 E Geddes Ave 40 40 90 120 7 Comcast 7475 S Joliet St 5 5 220 360 8 Inverness / Lima 64 Inverness Dr E 60 135 220 350 9 Jeppesen 55 Inverness Dr E 5 5 110 135 Source: RTD | October 2015 Inverness North and Dry Creek Call-n-Rides Origin and Destination Information

CORRIDOR MULTIMODAL MOBILITY Figure 16: Existing Multimodal Features

CORRIDOR MULTIMODAL MOBILITY

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. 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

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.

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.

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 1527-13, 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.

ENVIRONMENTAL OVERVIEW Figure 17: Natural and Built Environmental Features

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 ACTIVITY DBA ACTIVITY DESCRIPTION CATEGORY (DECIBEL)

Lands on which serenity and quiet are of extraordinary significance and 56 (exterior A serve an important public need and where the preservation of those measurement) qualities is essential if the area is to continue to serve its intended purpose. B 66 (exterior) Residential Active sport areas, amphitheaters, auditoriums, campgrounds, cemeteries, day care centers, hospitals, libraries, medical facilities, parks, picnic areas, C1 66 (exterior) 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 D 51 (interior) 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, E1 71 (exterior) 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, F NA 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.

ENVIRONMENTAL OVERVIEW Table 20: Federal Species

SPECIES FEDERAL STATUS POTENTIAL TO OCCUR IN STUDY AREA

Least Tern Unlikely. This species habitat requires sand bar or shoreline habitat on (Sterna Endangered large rivers or lakes which is not present in the study area. Depletions to antillarum) downstream water quantities may affect the populations of this species. Mexican Spotted Owl Unlikely. This species habitat requires montane conifer habitat which is (Strix Threatened not present in the study area. occidentalis lucida) Piping Plover Unlikely. Requires shoreline habitat on large rivers or lakes. This habitat (Charadrius Threatened is not present in the study area. Depletions to downstream water melodus) quantities may affect the populations of this species. Whooping Unlikely. Requires large rivers and wetlands for resting and foraging. This Crane (Grus Endangered habitat is not present in the study area. americana) Pallid Sturgeon Unlikely. This species is listed due to the effects of potential depletions (Scaphirhynchus Endangered to downstream water quantities. albus) Unlikely. Habitat for this species includes seasonally flooded river Ute Ladies’- terraces, sub-irrigated or spring-fed abandoned stream channels and tresses valleys, lakeshores, along irrigation canals, berms, levees, irrigated Threatened (Spiranthes meadows, excavated gravel pits, roadside barrow pits, reservoirs, and diluvialis) other human-modified wetlands. This habitat is not present in the study area. Western Prairie Unlikely. This plant requires wet to mesic tall grass prairie which is not Fringed Orchid Threatened present within the study area. This species is listed due to the effects of (Platanthera potential depletions to downstream water quantities. praeclara) Preble’s Unlikely. This inhabits well-developed riparian habitat with adjacent, Meadow relatively undisturbed grassland communities, and a nearby water Jumping Mouse Threatened source. Well-developed riparian habitat includes a dense combination of (Zapus grasses, forbs and shrubs; a taller shrub and tree canopy may be hudsonius present. This habitat is not present in the study area. preblei) Source: USFWS, 2016

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.

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 1995.

¢ 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 1993.

¢ 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,

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, 2010. 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.

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. Site- specific 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

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.

CORRIDOR ISSUES SUMMARY

¢ Clinton Street/Inverness Drive West Intersection » 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 mixed- use 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 right- in-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.

APPENDIX

APPENDIX A

MULTIMODAL INFRASTRUCTURE CONDITIONS

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 2015. However, DRCOG has since implemented adjusted pedestrian interval timing based on current MUTCD standards. Therefore, the pedestrian interval times are assumed to be sufficient.

APPENDIX

 ADA Compliance: Existing level landings in northwest, northeast and southeast corners appear too far away from pedestrian push buttons for accessibility requirements.

Dry Creek Road - Yosemite Street to Alton Court/Chester Street

 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 through center channelizing island.

Dry Creek Road and Alton Court/Chesster 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.

APPENDIX

 Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November 2015. 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 southeast corner appears to have no level landing.

Dry Creek Road - Alton Court/Chester 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 of 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 at 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 buillt 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.

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 2015. 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.

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.

 ADA Compliance: No detectable warning strips in northwest and norttheast cornerss. No detectable warning strips within channeliizing islands in northeast and southeast corners and within raised center median.

Dry Creek Road - I-25 East Ramps to Inverness 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 sides of Dry Creek Road.  ADA Compliance: No issues

APPENDIX Dry Creek Road and Inverness Dr West/Clinton St Intersection

 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 souttheast cornerr. 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 pavement markings in good condition overall, with fading on southbound approach due to vehicular traffic.  Type of Pedestrian Signal Indication: Countdown pedesttrian signals for crossing each approach.  Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November 2015. 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 iin 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 southwest 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 provided 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.

APPENDIX Dry Creek Road and Inverness Boulevard Intersection

 Sidewalk Condition: Appear to be in good condition.  Type of Sidewalk: Wide, detached sidewalks 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 pedesttrian 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 2015. 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 northeeast 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, detached sidewalks on north side of Dry Creek Road and wide, detached sidewalks on south side.  ADA Compliance: No detectable warning strips for either pedestrian ramp on Inverness Office Buildings access on north side of Dry Creek Road. The slopes of ramp appear too steep to adhere to ADA standardss.

APPENDIX Dry Creek Road and Inverness Drive East Intersection

 Sidewalk Condition: Appear to be in good condition.  Type of Sidewalk: Detached sidewalks on all four corners, with standard widths on northwest, northeast and southeast corners and wide sideewalk 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 approacches.  Type of Pedestrian Signal Indication: Countdown pedesttrian 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 2015. 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 norttheast cornerss. 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 coorner for crosssing Dry Creek Road.

Dry Creek Road - Inverness Drive East to Geddes Avenue

 Sidewalk Condition: Appear to be in good condition.  Type of Sidewalk: Standard width, detached sidewalks on north/west side of Dry Creek Road and south/east side from Inverness Drive East to north access of Dry Creek Medical Office Buildings. To north of Dry Creeek Medical Office Buildings access, no paved sidewalks on east side of Dry Creek Road to Geddes Avenue. However, according to the Arapahoe County 2035 Transportation Plan, this stretch of sidewalk is planned to be constructed by 2020.  ADA Compliance: No detectable warning strips for either pedestrian ramp on Dry Creek Medical Office Buildings access.

APPENDIX Havana Street and Geddes Avenue Intersection

 Sidewalk Condition: Appear to be in good condition.  Type of Sidewalk: Standard width, detached 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 pedesttrian signals for crossing each approach.  Pedestrian Interval Times: Existing pedestrian interval times were measured and recorded during site visits conducted in November 2015. 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 northeeast 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 Busiiness Center access, sidewalk in poor condition due to concrete cracking and breaking at joints, creating small gaps.  Type of Sidewalk: Standard width, detached 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 warrning strips at the Rampart Business Center access, both strips appeared to be peeling up with hallf of the strip missing on the south ramp.

APPENDIX Havana Street and Easter Avenue Intersection

 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, detached sidewalks on northwest and southwest corners. Sidewalk provided in northeast corner along north side of Easter Avenue only. No sidewalk provided along east side of 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 fadiing due to vehicular traffic on each approach.  Type of Pedestrian Signal Indication: Two countdown pedestrian signals in southwest corner 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 2015. 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 corner appeared too far away from push butttons for accessibility requirements.

APPENDIX

APPENDIX B

TRAFFIC COUNT DATA

Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO 80203-5606

Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd File Name : Dry Creek Rd & Yosemite St Cross Street: Yosemite St Site Code : 00000000 Counted by: ba & sg Start Date : 4/15/2015 Other Pedestrian: Page No : 1

YOSEMITE ST DRYGroups CREEK Printed- RD Vehicle / PEDYOSEMITE - Bicycles ST DRY CREEK RD Southbound Westbound Northbound Eastbound Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Start Time Left35 38 5 2 32 80 18 0 5 84 58 0 39 270 20 0 Int. Total686 07:1507:00 AM 30 54 7 0 35 73 19 0 11 132 85 0 78 267 15 0 806 07:30 AM 42 52 5 0 44 76 25 0 10 132 82 0 77 305 26 0 876 07:45 AM 42 48 2 0 43 90 28 1 12 160 73 0 93 330 33 0 955 Total 149 192 19 2 154 319 90 1 38 508 298 0 287 1172 94 0 3323

12:00 PM 52 100 26 0 48 160 44 3 24 104 42 1 22 100 19 2 747 12:15 PM 42 95 14 3 55 114 47 4 20 89 53 1 30 111 29 1 708 12:30 PM 48 105 22 7 53 157 45 5 33 104 59 1 36 149 32 0 856 12:45 PM 59 116 26 0 47 123 42 1 30 117 56 8 35 116 30 1 807 Total 201 416 88 10 203 554 178 13 107 414 210 11 123 476 110 4 3118

05:00 PM 47 177 68 0 92 381 71 0 56 130 78 0 41 202 38 0 1381 05:15 PM 46 203 67 0 95 363 51 0 66 140 64 3 20 134 27 2 1281 05:30 PM 32 237 57 0 114 416 101 2 68 138 75 1 47 193 25 2 1508 05:45 PM 47 234 58 0 100 380 109 1 74 126 54 0 44 175 29 0 1431 Total 172 851 250 0 401 1540 332 3 264 534 271 4 152 704 119 4 5601

Grand Total 522 1459 357 12 758 2413 600 17 409 1456 779 15 562 2352 323 8 12042 Apprch % 22.2 62.1 15.2 0.5 20 63.7 15.8 0.4 15.4 54.8 29.3 0.6 17.3 72.5 10 0.2 Total % 4.3 12.1 3 0.1 6.3 20 5 0.1 3.4 12.1 6.5 0.1 4.7 19.5 2.7 0.1 Vehicle / PED 522 1459 357 12 758 2412 600 15 409 1454 778 15 562 2352 323 8 12036 100 100 100 88.2 100 99.9 99.9 100 100 100 100 100 100 % VehicleBicycles / PED 1000 1000 1000 1000 0 1 0 2 0 2 1 0 0 0 0 0 6 % Bicycles 0 0 0 0 0 0 0 11.8 0 0.1 0.1 0 0 0 0 0 0

DRY CREEK RD YOSEMITE ST DRY CREEK RD YOSEMITE ST Westbound Northbound Eastbound Start Time Left ThruSouthbound Thru Thru Thru Right Peds App. Total Left Right Peds App. Total Left Right Peds App. Total Left Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire35 Intersection 38 5 Begins at 07:00 AM32 80 18 0 130 5 84 58 0 147 39 270 20 0 329 686 07:0007:15 AM 30 54 7 20 9180 35 73 19 0 127 11 132 85 0 228 78 267 15 0 360 806 07:30 AM 42 52 5 0 99 44 76 25 0 145 10 132 82 0 224 77 305 26 0 408 876 07:45 AM 42 48 2 0 92 43 90 28 1 162 12 160 73 0 245 93 330 33 0 456 955 192 19 2 362 154 319 90 1 564 38 508 298 0 844 287 0 1553 3323 Total Volume 149 53 5.2 0.6 27.3 56.6 16 0.2 4.5 60.2 35.3 0 18.5 75.51172 6.194 0 % App. PHFTotal .88741.2 .889 .679 .250 .914 .875 .886 .804 .250 .870 .792 .794 .876 .000 .861 .772 .888 .712 .000 .851 .870

Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM92 381 71 0 544 56 130 78 0 264 41 202 38 0 281 1381 05:0005:15 PM 4746177 20368 670 292316 95 363 51 0 509 66 140 64 3 273 20 134 27 2 183 1281 05:30 PM 32 237 57 0 326 114 416 101 2 633 68 138 75 1 282 47 193 25 2 267 1508 05:45 PM 47 234 58 0 339 100 380 109 1 590 74 126 54 0 254 44 175 29 0 248 1431 851 250 0 1273 401 3 2276 264 534 271 4 1073 152 704 119 4 979 5601 Total Volume 172 66.8 19.6 0 17.6 67.71540 14.6332 0.1 24.6 49.8 25.3 0.4 15.5 71.9 12.2 0.4 % App. PHFTotal .91513.5 .898 .919 .000 .939 .879 .925 .761 .375 .899 .892 .954 .869 .333 .951 .809 .871 .783 .500 .871 .929 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO 80203-5606

Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd File Name : Dry Creek Rd & Chester St Cross Street: Chester St/Alton Ct Site Code : 00000000 Counted By: sg Start Date : 4/15/2015 Other Pedestrian: Page No : 1

CHESTER ST DRY CREEKGroups RD Printed- UnshiftedCHESTER - Bank 1 ST DRY CREEK RD Southbound Westbound Northbound Eastbound Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Start Time Left1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Int. Total 07:00Factor AM 26 13 2 0 167 120 68 0 3 7 28 9 15 271 17 2 748 07:15 AM 21 9 6 0 129 131 88 0 6 7 39 2 12 305 22 0 777 07:30 AM 38 16 6 0 162 130 99 0 3 8 33 2 9 325 24 0 855 07:45 AM 29 16 5 1 149 156 137 2 2 9 40 4 15 351 22 3 941 Total 114 54 19 1 607 537 392 2 14 31 140 17 51 1252 85 5 3321

12:00 PM 45 16 11 1 90 231 33 1 18 18 96 3 12 167 15 0 757 12:15 PM 63 24 7 0 86 207 33 0 13 15 84 0 7 184 11 1 735 12:30 PM 48 19 7 0 82 192 51 1 17 21 113 1 17 157 15 0 741 12:45 PM 60 18 8 0 102 179 51 2 18 13 118 4 19 247 21 0 860 Total 216 77 33 1 360 809 168 4 66 67 411 8 55 755 62 1 3093

05:00 PM 105 18 25 0 94 476 23 0 36 8 231 3 8 209 13 1 1250 05:15 PM 84 19 15 1 90 451 30 1 43 17 208 3 5 237 17 0 1221 05:30 PM 116 31 15 1 103 483 40 0 58 28 220 6 9 218 13 1 1342 05:45 PM 93 38 17 0 93 498 34 0 56 15 168 0 9 245 21 0 1287 Total 398 106 72 2 380 1908 127 1 193 68 827 12 31 909 64 2 5100

Grand Total 728 237 124 4 1347 3254 687 7 273 166 1378 37 137 2916 211 8 11514 Apprch % 66.6 21.7 11.3 0.4 25.4 61.5 13 0.1 14.7 9 74.3 2 4.2 89.1 6.4 0.2 Total % 6.3 2.1 1.1 0 11.7 28.3 6 0.1 2.4 1.4 12 0.3 1.2 25.3 1.8 0.1 Unshifted 727 237 124 4 1347 3254 687 7 273 166 1378 37 137 2914 211 7 11510 % Unshifted 99.9 100 100 100 100 100 100 100 100 100 100 100 100 99.9 100 87.5 100 Bank 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 4 % Bank 1 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0.1 0 12.5 0

DRY CREEK RD CHESTER ST DRY CREEK RD CHESTER ST Westbound Northbound Eastbound ThrSouthbound Start Time Left Thru Thru Thru u Peds Peds Peds Peds Right App. Total Left Right App. Total Left Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire26 Intersection 13 2 Begins 0 at 07:00 41 AM 3 7 28 748 07:0007:15 AM 21 9 129167 131120 8868 0 348355 9 47 1215 271 305 2217 20 339305 777 07:30 AM 6 0 36 36 87 3339 2 4654 9 325 855 07:45 AM 2938 16 56 0 60 149162 130 99 0 391 24 0 358 941 54 19 1 18851 607 537156392 1372 1538 444 142 319140 40 174 20255 5115 351 22 531393 391 3321 Total Volume 114 28.7 10.1 0.5 39.5 34.9 25.5 0.1 6.9 15.3 69.3 8.4 3.7 89.91252 6.185 0.4 % App. PHFTotal .75060.6 .844 .792 .250 .783 .909 .861 .715 .250 .866 .583 .861 .875 .472 .918 .850 .892 .885 .417 .891 .882

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 105 18 94 476 23 0 593 36 8 8 209 13 1250 05:15 PM 84 19 1525 0 148 90 451 30 43 17 208231 3 271278 5 237 17 01 259231 1221 05:30 PM 1 119 103 1 572 58 28 9 11693 31 15 1 163 93 483 40 0 626 56 15 168220 06 239312 9 218 13 1 241 1342 05:45 PM 10638 72172 0578 148 380 498 34 01 2416 625 193 68 827 12 1100 31 90924564 21 20 1006275 51001287 Total Volume 398 18.3 12.5 0.3 15.7 190879 1275.3 0 17.5 6.2 75.2 1.1 3.1 90.4 6.4 0.2 % App. PHFTotal .85868.9 .697 .720 .500 .887 .922 .958 .794 .250 .965 .832 .607 .895 .500 .881 .861 .928 .762 .500 .915 .950 Location: 1 I-25 SB ON RAMP & DRY CREEK RD AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 07:15 AM - 08:15 AM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 07:45 AM - 08:00 AM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk (3,378) 1,823 0.96 0 () 1,144

676 0 4 3 0 4 (2,920) (2,209) N 0 0 0 1 1,667 N 1,248

0 991 1 0 E 0.94 W 0.93 E 0.83 W

1,269 256 0 0 1,420 S 2,414 151 1 S (2,565) (4,429) 0 0 0 0 0 0 0

(803) 410 0.00 0 ()

Note: Total study counts contained in parentheses. Traffic Counts DRY CREEK RD DRY CREEK RD I-25 SB ON RAMP I-25 SB OFF RAMP Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 6:30:00 AM 0 0 205 27 0 58 122 0 0 0 0 0 0 240 0 110 762 3,715 0 0 0 0 6:45:00 AM 0 0 239 30 0 67 167 0 0 0 0 0 0 238 1 133 875 4,066 0 0 0 0 7:00:00 AM 0 0 247 38 0 68 207 0 0 0 0 0 0 270 2 139 971 4,395 2 0 0 2 7:15:00 AM 0 0 348 26 1 62 194 0 0 0 0 0 0 292 2 182 1,107 4,491 0 0 0 1 7:30:00 AM 0 0 326 32 0 61 233 0 0 0 0 0 0 305 0 156 1,113 4,437 0 0 0 0 7:45:00 AM 0 0 324 53 0 61 315 0 0 0 0 0 0 285 1 165 1,204 0 0 0 2 8:00:00 AM 0 0 271 40 0 72 249 0 0 0 0 0 0 262 0 173 1,067 0 1 0 1 8:15:00 AM 0 0 325 34 0 68 204 0 0 0 0 0 0 251 0 171 1,053 0 0 0 0 Count Total 0 0 2,285 280 1 517 1,691 0 0 0 0 0 0 2,143 6 1,229 8,152 2 1 0 6 Peak Hour 0 0 1,269 151 1 256 991 0 0 0 0 0 0 1,144 3 676 4,491 0 0 0 4 Location: 1 I-25 SB ON RAMP & DRY CREEK RD PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 04:30 PM - 05:30 PM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 05:00 PM - 05:15 PM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk (1,758) 963 0.97 0 ()

680 272 3 0 11 0 3 (3,635) (3,898) N 0 0 1 0 2,174 N 2,307

0 1,494 0 2 E 0.93 W 0.95 E 0.94 W

1,603 812 1 0 1,949 S 1,876 346 1 S (3,418) (3,316) 5 0 0 0 0 4 1

(2,123) 1,169 0.00 0 ()

Note: Total study counts contained in parentheses. Traffic Counts DRY CREEK RD DRY CREEK RD I-25 SB ON RAMP I-25 SB OFF RAMP Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 4:30:00 PM 0 0 366 81 0 201 355 0 0 0 0 0 0 69 2 153 1,227 5,219 0 0 1 0 4:45:00 PM 0 0 421 81 0 195 385 0 0 0 0 0 0 59 2 188 1,331 5,103 2 0 2 1 5:00:00 PM 0 0 431 94 1 219 393 0 0 0 0 0 0 65 4 173 1,380 4,739 0 0 0 0 5:15:00 PM 0 0 385 90 0 197 361 0 0 0 0 0 0 79 3 166 1,281 4,297 0 0 0 1 5:30:00 PM 0 0 294 100 0 188 296 0 0 0 0 0 0 83 2 148 1,111 3,855 0 0 1 0 5:45:00 PM 0 0 323 67 0 144 240 0 0 0 0 0 0 54 1 138 967 0 0 1 0 6:00:00 PM 0 0 278 58 0 199 227 0 0 0 0 0 0 54 4 118 938 0 0 0 0 6:15:00 PM 0 0 285 64 1 126 170 0 0 0 0 0 0 68 1 124 839 0 0 0 0 Count Total 0 0 2,783 635 2 1,469 2,427 0 0 0 0 0 0 531 19 1,208 9,074 2 0 5 2 Peak Hour 0 0 1,603 346 1 812 1,494 0 0 0 0 0 0 272 11 680 5,219 0 0 0 4 Location: 2 I-25 NB OFF RAMP & DRY CREEK RD AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 07:15 AM - 08:15 AM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 07:45 AM - 08:00 AM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk () 0 0.00 464 (969)

0 3 0 0 0 0 3 (2,274) (1,813) N 0 160 0 0 1,289 N 1,053

303 893 0 0 E 0.96 W 0.95 E 0.89 W

2,129 0 0 0 2,432 S 3,201 0 0 S (4,377) (5,795) 3 0 396 1 1,072 0 3

() 0 0.97 1,469 (2,848)

Note: Total study counts contained in parentheses. Traffic Counts DRY CREEK RD DRY CREEK RD I-25 NB OFF RAMP I-25 NB ON RAMP Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 6:30:00 AM 0 79 312 0 0 0 103 31 0 87 0 228 0 0 0 0 840 4,232 0 0 0 0 6:45:00 AM 0 109 406 0 1 0 149 30 0 74 2 311 0 0 0 0 1,082 4,627 0 0 0 0 7:00:00 AM 0 90 400 0 0 0 161 47 0 110 1 255 0 0 0 0 1,064 4,843 0 0 0 1 7:15:00 AM 0 92 539 0 0 0 199 47 0 75 1 293 0 0 0 0 1,246 4,954 0 0 0 0 7:30:00 AM 0 72 537 0 0 0 212 36 0 109 0 269 0 0 0 0 1,235 4,806 0 0 0 1 7:45:00 AM 0 63 565 0 0 0 257 39 0 118 0 256 0 0 0 0 1,298 0 0 0 2 8:00:00 AM 0 76 488 0 0 0 225 38 0 94 0 254 0 0 0 0 1,175 0 0 0 0 8:15:00 AM 1 78 470 0 0 0 200 38 0 100 0 211 0 0 0 0 1,098 0 1 1 1 Count Total 1 659 3,717 0 1 0 1,506 306 0 767 4 2,077 0 0 0 0 9,038 0 1 1 5 Peak Hour 0 303 2,129 0 0 0 893 160 0 396 1 1,072 0 0 0 0 4,954 0 0 0 3 Location: 2 I-25 NB OFF RAMP & DRY CREEK RD PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 04:30 PM - 05:30 PM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 05:00 PM - 05:15 PM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk () 0 0.00 1,454 (2,604)

0 0 0 0 0 0 0 (3,917) (5,005) N 1 841 0 0 2,339 N 2,979

612 2,138 0 0 E 0.94 W 0.96 E 0.93 W

1,306 0 0 0 1,919 S 1,929 0 0 S (3,388) (3,393) 0 0 200 1 623 0 0

() 0 0.99 824 (1,521)

Note: Total study counts contained in parentheses. Traffic Counts DRY CREEK RD DRY CREEK RD I-25 NB OFF RAMP I-25 NB ON RAMP Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 4:30:00 PM 0 157 272 0 0 0 508 196 0 54 0 150 0 0 0 0 1,337 5,722 0 0 0 0 4:45:00 PM 0 172 340 0 0 0 534 194 0 45 0 161 0 0 0 0 1,446 5,554 0 0 0 0 5:00:00 PM 1 137 340 0 0 0 555 244 0 57 0 152 0 0 0 0 1,486 5,160 0 0 0 0 5:15:00 PM 0 146 354 0 0 0 541 207 0 44 1 160 0 0 0 0 1,453 4,683 0 0 0 0 5:30:00 PM 1 121 276 0 0 0 423 162 0 37 1 148 0 0 0 0 1,169 4,192 0 1 1 1 5:45:00 PM 0 132 242 0 0 0 353 144 0 43 2 136 0 0 0 0 1,052 0 0 0 0 6:00:00 PM 0 120 205 0 0 0 354 162 0 50 0 118 0 0 0 0 1,009 0 0 1 1 6:15:00 PM 0 151 221 0 0 0 274 154 0 43 1 118 0 0 0 0 962 0 0 0 0 Count Total 2 1,136 2,250 0 0 0 3,542 1,463 0 373 5 1,143 0 0 0 0 9,914 0 1 2 2 Peak Hour 1 612 1,306 0 0 0 2,138 841 0 200 1 623 0 0 0 0 5,722 0 0 0 3 Location: 3 INVERNESS DR W & DRY CREEK RD AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 07:15 AM - 08:15 AM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 07:45 AM - 08:00 AM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk (512) 309 0.82 411 (708)

137 134 1 1 38 0 2 (1,879) (1,751) N 2 21 2 9 1,088 N 1,008

286 830 9 3 E 0.96 W 0.91 E 0.84 W

2,284 156 1 0 2,948 S 2,369 376 1 S (5,330) (4,280) 0 0 119 104 46 0 0

(1,175) 666 0.83 269 (449)

Note: Total study counts contained in parentheses. Traffic Counts DRY CREEK RD DRY CREEK RD INVERNESS DR W CLINTON ST Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 6:30:00 AM 1 43 381 70 0 16 115 5 0 21 7 4 0 4 18 10 695 3,639 0 2 0 0 6:45:00 AM 0 71 479 91 0 28 155 2 0 25 8 7 0 7 19 9 901 4,095 1 4 0 0 7:00:00 AM 0 48 497 86 0 24 163 7 0 25 13 17 0 4 21 24 929 4,433 1 0 0 1 7:15:00 AM 0 63 619 76 1 34 193 6 0 28 29 8 0 7 19 31 1,114 4,534 1 3 0 0 7:30:00 AM 1 76 594 98 0 40 191 2 0 23 25 7 0 13 43 38 1,151 4,403 2 1 0 1 7:45:00 AM 0 86 560 124 0 54 241 6 0 29 32 20 0 13 40 34 1,239 0 3 0 0 8:00:00 AM 1 61 511 78 0 28 205 7 0 39 18 11 0 5 32 34 1,030 0 0 0 0 8:15:00 AM 0 66 489 60 0 50 175 3 0 20 24 9 0 13 26 48 983 0 2 0 1 Count Total 3 514 4,130 683 1 274 1,438 38 0 210 156 83 0 66 218 228 8,042 5 15 0 3 Peak Hour 2 286 2,284 376 1 156 830 21 0 119 104 46 0 38 134 137 4,534 3 7 0 1 Location: 3 INVERNESS DR W & DRY CREEK RD PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 04:30 PM - 05:30 PM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 05:00 PM - 05:15 PM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk (1,132) 639 0.87 673 (1,131)

414 191 1 3 34 0 4 (5,010) (3,786) N 8 65 3 2 2,988 N 2,301

290 2,166 7 9 E 0.93 W 0.94 E 0.95 W

1,341 70 6 5 1,816 S 1,587 177 0 S (3,220) (2,755) 0 0 400 318 212 0 0

(713) 438 0.91 930 (1,471)

Note: Total study counts contained in parentheses. Traffic Counts DRY CREEK RD DRY CREEK RD INVERNESS DR W CLINTON ST Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 4:30:00 PM 3 61 277 46 0 17 522 18 0 97 89 70 0 9 35 113 1,357 5,686 1 4 0 0 4:45:00 PM 0 90 354 32 0 18 542 20 0 114 70 50 0 7 45 102 1,444 5,467 0 0 0 0 5:00:00 PM 3 66 346 51 0 14 580 11 0 106 92 53 0 11 62 110 1,505 5,036 6 3 0 2 5:15:00 PM 2 73 364 48 0 21 522 16 0 83 67 39 0 7 49 89 1,380 4,492 0 0 0 1 5:30:00 PM 0 76 306 26 0 8 403 11 0 86 47 30 0 10 41 94 1,138 3,923 3 2 0 2 5:45:00 PM 0 87 262 24 0 21 358 14 0 63 38 26 0 7 36 77 1,013 1 1 0 2 6:00:00 PM 0 48 221 33 0 13 338 14 0 85 32 42 1 9 27 98 961 0 2 1 0 6:15:00 PM 1 69 233 18 0 9 287 9 0 62 12 18 0 4 19 70 811 1 0 1 0 Count Total 9 570 2,363 278 0 121 3,552 113 0 696 447 328 1 64 314 753 9,609 12 12 2 7 Peak Hour 8 290 1,341 177 0 70 2,166 65 0 400 318 212 0 34 191 414 5,686 3 7 0 1 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO 80203-5606

Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd File Name : Dry Creek Rd & Inverness Blvd Cross Street: Inverness Blvd Site Code : 00000000 Counted By: sg Start Date : 3/10/2015 Other Pedestrian: Page No : 1

INVERNESS BLVD DRY CREEKGroups RD Printed- UnshiftedINVERNESS BLVD DRY CREEK RD Southbound Westbound Northbound Eastbound Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Start Time Left1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Int. Total 07:00Factor AM 0 0 0 1 2 163 0 0 17 0 8 1 7 533 5 1 738 07:15 AM 0 0 2 0 0 172 1 0 14 0 5 0 3 487 1 1 686 07:30 AM 0 0 0 0 4 206 0 0 9 0 3 1 1 538 2 0 764 07:45 AM 0 0 0 0 1 142 0 0 18 0 6 0 2 440 6 0 615 Total 0 0 2 1 7 683 1 0 58 0 22 2 13 1998 14 2 2803

12:00 PM 0 0 1 0 13 285 1 0 14 0 2 0 4 277 12 5 614 12:15 PM 0 0 1 0 4 253 1 1 12 0 4 0 2 254 21 0 553 12:30 PM 0 0 0 0 7 204 0 0 9 0 2 0 3 231 6 3 465 12:45 PM 0 0 0 0 5 163 0 1 6 0 3 0 1 200 19 2 400 Total 0 0 2 0 29 905 2 2 41 0 11 0 10 962 58 10 2032

05:00 PM 0 0 1 0 6 595 0 0 7 0 4 0 3 435 15 0 1066 05:15 PM 0 0 1 0 10 515 0 0 15 0 2 0 3 377 16 4 943 05:30 PM 0 0 0 0 6 634 0 2 10 0 5 4 2 375 17 2 1057 05:45 PM 0 0 1 0 10 457 0 1 12 0 5 1 0 323 17 1 828 Total 0 0 3 0 32 2201 0 3 44 0 16 5 8 1510 65 7 3894

Grand Total 0 0 7 1 68 3789 3 5 143 0 49 7 31 4470 137 19 8729 Apprch % 0 0 87.5 12.5 1.8 98 0.1 0.1 71.9 0 24.6 3.5 0.7 96 2.9 0.4 Total % 0 0 0.1 0 0.8 43.4 0 0.1 1.6 0 0.6 0.1 0.4 51.2 1.6 0.2

INVERNESS BLVD DRY CREEK RD INVERNESS BLVD DRY CREEK RD Southbound Westbound Northbound Eastbound Start Time Left Thru Peds Thru Peds Thru Peds Thru Peds Right App. Total Left Right App. Total Left Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire0 Intersection 0 0 Begins at 07:00 AM2 163 0 0 165 17 0 7 07:00 AM 0 0 1 1 14 0 58 01 1926 3 487533 15 1 492546 686738 07:3007:15 AM 0 0 02 0 02 0 172 1 0 173 1 0 0 0 0 0 14 142206 0 0 143210 9 0 3 1 13 2 440538 2 0 541 615764 07:45 AM 0 2 1 3 7 683 1 0 691 5818 0 22 62 082 24 13 6 202027 448 2803 Total Volume 0 0 66.7 33.3 1 98.8 0.1 0 70.7 0 26.8 2.4 0.6 98.61998 0.714 0.1 % App. PHFTotal .0000 .000 .250 .250 .375 .438 .829 .250 .000 .823 .806 .000 .688 .500 .788 .464 .928 .583 .500 .928 .917

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 0 0 7 0 4 0 11 1066 0 0 1 0 1 6 595 0 0 601 3 377435 1615 0 453 943 05:1505:30 PM 0 0 0 0 0 106 515 0 0 525 15 0 2 0 17 4 400 1057 05:45 PM 0 0 1 0 1 10 457634 0 12 468642 1210 0 5 14 1819 02 323375 17 12 341396 828 0 3 0 3 32 3 2236 44 0 16 5 65 8 7 1590 3894 Total Volume 0 0 100 0 1.4 98.42201 0 0.1 67.7 0 24.6 7.7 0.5 151095 4.165 0.4 % App. PHFTotal .0000 .000 .750 .000 .750 .800 .868 .000 .375 .871 .733 .000 .800 .313 .855 .667 .868 .956 .438 .877 .913 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO 80203-5606

Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd File Name : Dry Creek Rd & Inverness Dr East Cross Street: Inverness Dr East Site Code : 00000000 Counted By: sg Start Date : 3/5/2015 Other Pedestrian: Page No : 1

INVERNESS DR EAST DRY CREEKGroups RD Printed- UnshiftedINVERNESS DR EAST DRY CREEK RD Southbound Westbound Northbound Eastbound Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Start Time Left1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Int. Total 07:00Factor AM 0 0 4 0 9 165 3 0 5 0 3 0 36 323 159 2 709 07:15 AM 0 0 1 1 13 181 2 0 8 0 2 0 21 363 157 0 749 07:30 AM 0 0 1 0 15 170 5 0 6 1 5 0 34 336 131 0 704 07:45 AM 1 0 3 0 11 180 3 0 7 1 4 0 36 347 156 2 751 Total 1 0 9 1 48 696 13 0 26 2 14 0 127 1369 603 4 2913

12:00 PM 3 0 21 0 21 183 3 1 104 0 30 0 10 205 80 0 661 12:15 PM 1 1 16 0 33 177 2 9 75 0 23 0 6 235 62 0 640 12:30 PM 0 0 10 0 28 159 0 0 79 0 17 2 15 217 68 1 596 12:45 PM 2 1 13 0 28 169 2 0 36 2 11 0 18 207 107 0 596 Total 6 2 60 0 110 688 7 10 294 2 81 2 49 864 317 1 2493

05:00 PM 1 0 14 0 7 288 2 1 198 0 8 0 5 265 24 0 813 05:15 PM 2 0 12 0 10 247 0 0 174 1 21 0 2 282 23 0 774 05:30 PM 1 1 19 0 15 263 2 2 227 0 10 2 4 247 20 3 816 05:45 PM 0 0 21 0 12 303 0 2 159 0 21 0 2 346 37 1 904 Total 4 1 66 0 44 1101 4 5 758 1 60 2 13 1140 104 4 3307

Grand Total 11 3 135 1 202 2485 24 15 1078 5 155 4 189 3373 1024 9 8713 Apprch % 7.3 2 90 0.7 7.4 91.2 0.9 0.6 86.8 0.4 12.5 0.3 4.1 73.4 22.3 0.2 Total % 0.1 0 1.5 0 2.3 28.5 0.3 0.2 12.4 0.1 1.8 0 2.2 38.7 11.8 0.1

INVERNESS DR EAST DRY CREEK RD INVERNESS DR EAST DRY CREEK RD Southbound Westbound Northbound Eastbound Start Time Left Thru Peds Thru Peds Thru Peds Thru Peds Right App. Total Left Right App. Total Left Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire0 Intersection 0 Begins at 07:00 AM 5 0 3 0 8 709 07:0007:15 AM 0 0 14 0 4 139 165 3 0 177 8 2136 323 159 2 520 0 0 1 01 12 181 2 0 196 6 0 2 0 10 363 157 0 541 704749 07:4507:30 AM 1115 180170 35 0 194190 7 1 45 0 12 3634 347336 156131 20 541501 1 0 9 31 011 4 48 696 13 0 757 26 2 14 0 42 127 4 2103 2913751 Total Volume 1 0 81.8 9.1 6.3 91.9 1.7 0 61.9 4.8 33.3 0 6 65.11369 28.7603 0.2 % App. PHFTotal .2509.1 .000 .563 .250 .688 .800 .961 .650 .000 .966 .813 .500 .700 .000 .875 .882 .943 .948 .500 .972 .970

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 1 0 14 0 15 7 288 198 0 8 0 206 813 05:15 PM 10 247 02 01 257298 174 25 282265 2324 0 307294 774 05:30 PM 12 0 12 0 14 15 1 21 0 196 816 05:45 PM 0 01 19 0 21 12 263 2 2 282 227 0 10 2 239 24 247 20 3 274 904 1 6621 0 71 21 44 303 05 2 1154317 7581591 060 212 0821 180 13 346 37 41 1261386 3307 Total Volume 4 1.4 93 0 3.8 95.41101 0.34 0.4 92.3 0.1 7.3 0.2 1 90.41140 1048.2 0.3 % App. PHFTotal .5005.6 .250 .786 .000 .845 .733 .908 .500 .625 .910 .835 .250 .714 .250 .859 .650 .824 .703 .333 .817 .915 Denver Regional Council of Governments 1290 Broadway, Suite 700 Denver, CO 80203-5606

Comment: The actual time period for the PM interval is from 4:45 pm to 5:45 pm. Major Street: Dry Creek Rd File Name : Dry Creek Rd & Geddes Ave Cross Street: Geddes Ave Site Code : 00000000 Counted By: sg Start Date : 4/9/2015 Other Pedestrian: Page No : 1

DRY CREEK RD GEDDESGroups AVE Printed- UnshiftedDRY - BankCREEK 1 RD GEDDES AVE Southbound Westbound Northbound Eastbound Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Start Time Left1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Int. Total 07:00Factor AM 12 180 11 1 4 1 1 0 10 324 41 0 2 6 2 0 595 07:15 AM 17 225 16 0 0 2 2 0 10 367 61 0 6 8 4 0 718 07:30 AM 27 266 23 0 6 4 4 0 19 270 70 0 6 8 1 0 704 07:45 AM 18 223 15 0 3 0 4 0 20 279 67 0 3 10 1 0 643 Total 74 894 65 1 13 7 11 0 59 1240 239 0 17 32 8 0 2660

12:00 PM 14 152 15 0 18 11 20 0 13 195 16 0 18 11 16 0 499 12:15 PM 12 155 19 3 16 16 15 0 19 158 12 0 14 6 17 0 462 12:30 PM 14 175 21 0 14 11 14 0 22 180 11 0 13 15 13 0 503 12:45 PM 17 169 23 0 7 12 13 1 18 173 19 1 9 8 8 0 478 Total 57 651 78 3 55 50 62 1 72 706 58 1 54 40 54 0 1942

05:00 PM 7 325 7 1 62 11 35 0 8 359 7 0 22 3 7 0 854 05:15 PM 1 261 11 0 48 7 22 0 11 320 8 0 22 3 5 0 719 05:30 PM 2 293 11 0 43 9 19 0 5 414 10 1 21 3 6 0 837 05:45 PM 4 209 5 0 30 17 14 0 6 381 13 0 20 4 11 0 714 Total 14 1088 34 1 183 44 90 0 30 1474 38 1 85 13 29 0 3124

Grand Total 145 2633 177 5 251 101 163 1 161 3420 335 2 156 85 91 0 7726 Apprch % 4.9 89 6 0.2 48.6 19.6 31.6 0.2 4.1 87.3 8.6 0.1 47 25.6 27.4 0 Total % 1.9 34.1 2.3 0.1 3.2 1.3 2.1 0 2.1 44.3 4.3 0 2 1.1 1.2 0 Unshifted 145 2633 177 5 251 101 163 1 161 3420 335 2 156 85 91 0 7726 % Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 0 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

GEDDES AVE DRY CREEK RD GEDDES AVE DRY CREEK RD Westbound Northbound Eastbound ThrSouthbound Start Time Left Thru Thru Thru u Peds Peds Peds Peds Right App. Total Left Right App. Total Left Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire12 Intersection 180 11 Begins at 07:00 AM4 1 1 0 6 10 324 41 0 375 2 6 2 0 10 595 07:0007:15 AM 17 225 16 01 258204 0 2 2 0 4 10 6 718 6 4 4 367 61 0 438 6 8 14 0 1518 704 07:4507:30 AM 1827 223266 1523 0 256316 3 0 4 014 7 19 270 70 0 359 3 643 894 65 1 1034 13 7 11 0 31 5920 279 670 1538 366 17 3210 810 57 14 2660 Total Volume 74 86.5 6.3 0.1 41.9 22.6 35.5 0 3.8 80.61240 15.5239 0 29.8 56.1 14 0 % App. PHFTotal .6857.2 .840 .707 .250 .818 .542 .438 .688 .000 .554 .738 .845 .854 .000 .878 .708 .800 .500 .000 .792 .926

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 62 17 261325 7 1 340 4811 7 2235 0108 77 8 359 7 0 374 223 57 0 3032 719854 05:3005:15 PM 2 293 11 0 306273 43 9 19 0 71 115 320 8 0 339 837 05:45 PM 4 209 5 0 218 30 6 381414 10 1 430 2021 3 6 0 30 1 1137 183 4417 90140 317 61 30 13 101543 400 85 13429 11 0 12735 3124714 Total Volume 14 95.71088 343 0.1 57.7 13.9 28.4 0 1.9 95.51474 2.538 0.1 66.9 10.2 22.8 0 % App. PHFTotal .5001.2 .837 .773 .250 .836 .738 .647 .643 .000 .734 .682 .890 .731 .250 .897 .966 .813 .659 .000 .907 .915 Location: 4 HAVANA ST & EASTER AVE AM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 07:15 AM - 08:15 AM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 07:45 AM - 08:00 AM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk (1,374) 765 0.87 1,005 (1,776)

584 134 0 1 47 0 1 (129) (1,477) N 0 376 1 0 82 N 891

8 26 0 2 E 0.65 W 0.94 E 0.96 W

3 489 1 0 13 S 817 2 0 S (21) (1,513) 0 0 9 621 680 0 0

(1,846) 1,075 0.90 1,310 (2,392)

Note: Total study counts contained in parentheses. Traffic Counts ACCESS EASTER AVE HAVANA ST HAVANA ST Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 6:30:00 AM 0 0 0 0 0 47 0 27 0 3 99 138 0 21 99 7 441 2,397 1 0 0 0 6:45:00 AM 0 0 0 1 0 80 2 75 0 1 128 145 0 25 120 10 587 2,704 0 1 0 0 7:00:00 AM 0 0 1 0 0 88 4 84 0 2 128 139 0 28 129 8 611 2,913 0 0 0 0 7:15:00 AM 0 3 1 1 0 115 10 107 0 3 162 197 0 28 124 7 758 2,979 0 0 0 0 7:30:00 AM 0 2 0 1 0 120 4 99 0 4 164 165 0 34 146 9 748 2,867 1 0 0 1 7:45:00 AM 0 2 1 0 0 139 6 83 0 2 167 176 0 42 161 17 796 1 0 0 0 8:00:00 AM 0 1 1 0 0 115 6 87 0 0 128 142 0 30 153 14 677 0 0 0 0 8:15:00 AM 0 3 1 2 0 94 3 82 0 2 145 152 0 46 111 5 646 1 0 0 1 Count Total 0 11 5 5 0 798 35 644 0 17 1,121 1,254 0 254 1,043 77 5,264 4 1 0 2 Peak Hour 0 8 3 2 0 489 26 376 0 9 621 680 0 134 584 47 2,979 2 0 0 1 Location: 4 HAVANA ST & EASTER AVE PM Date and Start Time: Tuesday, October 27, 2015 Peak Hour: 04:30 PM - 05:30 PM (303) 216-2439 www.alltrafficdata.net Peak 15-Minutes: 05:00 PM - 05:15 PM

Peak Hour - All Vehicles Peak Hour - Pedestrians/Bicycles in Crosswalk (1,710) 969 0.86 1,310 (2,205)

569 398 0 0 2 0 0 (15) (1,533) N 0 311 0 0 4 N 924

33 0 0 0 E 0.45 W 0.94 E 0.95 W

28 613 0 0 65 S 1,224 4 0 S (95) (1,991) 0 0 2 966 798 0 0

(2,031) 1,186 0.92 1,766 (2,904)

Note: Total study counts contained in parentheses. Traffic Counts ACCESS EASTER AVE HAVANA ST HAVANA ST Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 4:30:00 PM 0 19 16 1 0 160 0 81 0 0 222 179 0 88 131 0 897 3,724 0 0 0 0 4:45:00 PM 0 4 4 1 0 148 0 68 0 1 241 186 0 90 136 0 879 3,549 0 0 0 0 5:00:00 PM 0 9 7 1 0 166 0 76 0 1 237 217 0 122 158 1 995 3,344 0 0 0 0 5:15:00 PM 0 1 1 1 0 139 0 86 0 0 266 216 0 98 144 1 953 2,947 0 0 0 0 5:30:00 PM 0 4 4 1 0 123 0 55 0 0 185 138 0 104 107 1 722 2,518 1 0 0 0 5:45:00 PM 0 1 4 3 0 90 1 55 0 2 181 139 0 77 120 1 674 1 0 0 0 6:00:00 PM 0 3 4 1 0 96 2 48 0 2 164 97 0 61 119 1 598 0 0 0 0 6:15:00 PM 0 2 3 0 0 89 1 49 0 0 148 82 0 54 96 0 524 0 0 0 0 Count Total 0 43 43 9 0 1,011 4 518 0 6 1,644 1,254 0 694 1,011 5 6,242 2 0 0 0 Peak Hour 0 33 28 4 0 613 0 311 0 2 966 798 0 398 569 2 3,724 2 0 0 1 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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

WBStart 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

10/27/15 0 43 3 0 0 0 0 0 0 0 0 0 0 46 01:00 0 21 3 0 0 0 0 0 0 0 0 0 0 24 02:00 0 21 3 0 1 0 0 0 0 0 0 0 0 25 03:00 0 31 4 0 0 0 0 0 0 0 0 0 0 35 04:00 0 53 2 0 0 0 0 0 0 0 0 0 0 55 05:00 3 253 23 1 4 2 0 3 0 0 0 0 0 289 06:00 8 638 74 5 8 20 2 8 4 2 0 0 0 769 07:00 19 934 87 9 7 18 1 11 3 3 0 0 4 1096 08:00 17 1070 86 9 9 29 2 9 6 0 0 1 2 1240 09:00 16 861 77 9 15 11 0 9 5 0 2 1 2 1008 10:00 13 755 90 3 11 11 1 13 3 2 1 1 1 905 11:00 9 770 90 7 9 19 0 4 3 1 0 0 4 916 12 PM 18 831 77 5 6 25 0 7 9 2 2 1 3 986 13:00 9 834 71 5 13 11 0 10 4 0 5 1 1 964 14:00 8 828 74 5 11 13 2 5 3 2 1 0 3 955 15:00 14 897 62 2 5 26 1 13 4 1 1 1 2 1029 16:00 22 814 60 12 7 26 1 6 3 0 0 0 1 952 17:00 27 938 51 10 8 32 0 6 3 1 1 0 3 1080 18:00 17 816 55 5 3 27 0 4 3 0 0 0 0 930 19:00 4 539 33 1 4 6 0 3 1 0 0 0 0 591 20:00 4 409 18 1 2 1 0 4 0 0 0 0 0 439 21:00 3 312 18 1 1 2 0 0 0 0 0 0 0 337 22:00 1 171 9 0 1 0 1 1 0 0 0 0 0 184 23:00Total 2131 12943104 108111 900 1261 2801 110 1160 540 140 130 60 260 14973118 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. 19 1070 90 9 15 29 2 13 6 3 2 1 4 1240 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. 27 938 77 12 13 32 2 13 9 2 5 1 3 1080 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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

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10/28/15 0 41 3 0 1 0 0 0 0 0 0 0 0 45 01:00 0 27 2 0 0 0 0 0 1 1 0 0 0 31 02:00 0 20 4 0 0 1 0 0 1 0 0 0 0 26 03:00 0 37 1 0 0 1 0 0 0 0 0 0 0 39 04:00 0 56 4 1 0 0 0 0 0 0 0 0 0 61 05:00 2 236 26 0 4 1 0 2 0 0 0 0 0 271 06:00 10 622 67 3 8 13 1 5 2 0 1 0 4 736 07:00 17 929 70 5 4 29 2 8 3 0 1 1 6 1075 08:00 18 1059 73 8 5 34 3 19 8 0 1 0 4 1232 09:00 15 896 86 5 17 22 1 12 3 4 0 0 0 1061 10:00 9 708 87 8 11 15 2 9 5 1 4 2 1 862 11:00 8 718 84 10 19 19 0 5 8 2 1 0 2 876 12 PM 13 790 62 4 13 10 2 4 4 0 2 0 1 905 13:00 7 854 96 6 19 15 3 2 2 0 0 2 3 1009 14:00 14 760 80 3 11 15 1 10 3 0 1 2 4 904 15:00 13 870 64 4 11 18 1 8 3 0 1 1 2 996 16:00 14 1009 62 7 3 30 1 9 3 1 2 0 1 1142 17:00 19 1058 60 4 6 31 5 9 4 0 1 0 2 1199 18:00 14 838 55 5 6 19 1 8 3 2 1 0 2 954 19:00 6 568 40 0 4 5 1 0 4 0 0 0 0 628 20:00 4 405 30 1 0 4 0 2 1 0 1 0 1 449 21:00 4 363 13 0 4 2 0 1 0 0 0 0 0 387 22:00 0 193 14 1 1 1 0 0 0 0 0 0 0 210 23:00Total 1881 1314790 10874 750 1481 2850 240 1130 580 110 170 80 330 1519496 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. 18 1059 87 10 19 34 3 19 8 4 4 2 6 1232 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. 19 1058 96 7 19 31 5 10 4 2 2 2 4 1199

Grand 401 26090 2168 165 274 565 35 229 112 25 30 14 59 30167 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% All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 1 Station ID: 1 DRY CREEK RD. W/O I-25 SB RAMPS DRY CREEK RD. W/O I-25 SB RAMPS

EBStart 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

10/27/15 0 44 2 0 0 0 0 0 0 0 0 0 0 46 01:00 0 21 0 0 0 0 0 0 0 0 0 0 0 21 02:00 0 16 1 0 0 0 0 1 0 0 0 0 0 18 03:00 0 26 1 0 0 0 0 0 0 0 0 0 0 27 04:00 0 60 3 0 0 0 0 0 0 0 0 0 0 63 05:00 2 217 20 0 0 0 0 0 0 1 0 0 0 240 06:00 8 552 34 0 2 12 1 1 1 0 0 0 1 612 07:00 13 710 37 3 2 23 2 2 7 0 1 0 2 802 08:00 18 769 48 4 3 24 0 7 2 0 0 0 0 875 09:00 9 700 47 0 4 11 1 8 4 0 0 0 2 786 10:00 3 728 54 0 2 8 1 8 4 1 1 0 1 811 11:00 14 973 59 4 0 20 1 8 2 1 1 0 2 1085 12 PM 18 1056 65 6 3 37 3 8 2 2 2 0 1 1203 13:00 15 977 67 2 5 25 2 7 8 2 2 0 1 1113 14:00 10 1069 59 3 7 24 1 13 7 1 0 0 1 1195 15:00 22 1067 56 6 8 38 0 6 5 2 2 1 1 1214 16:00 15 1026 66 5 6 35 0 7 6 0 0 0 0 1166 17:00 17 1079 50 6 6 36 1 7 6 0 4 0 0 1212 18:00 9 1031 34 1 4 24 0 2 2 1 0 0 2 1110 19:00 4 636 15 0 0 5 2 4 1 0 0 1 0 668 20:00 1 487 12 0 1 1 0 0 0 0 0 0 0 502 21:00 0 276 6 1 0 0 0 0 0 0 0 0 0 283 22:00 0 156 6 0 0 1 0 0 0 0 0 0 0 163 23:00Total 1780 13792116 7453 410 541 3240 150 890 570 110 130 20 140 15335120 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. 18 973 59 4 4 24 2 8 7 1 1 2 1085 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. 22 1079 67 6 8 38 3 13 8 2 4 1 2 1214 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 1 Station ID: 1 DRY CREEK RD. W/O I-25 SB RAMPS DRY CREEK RD. W/O I-25 SB RAMPS

EBStart 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

10/28/15 0 41 0 0 0 0 0 0 0 0 0 0 0 41 01:00 1 18 1 0 0 0 0 0 1 0 0 0 0 21 02:00 0 18 0 0 0 0 0 0 1 0 0 0 0 19 03:00 0 33 0 0 0 1 0 0 0 0 0 0 0 34 04:00 0 61 1 0 1 0 0 0 1 0 0 0 0 64 05:00 5 196 15 0 1 0 0 1 2 0 0 0 0 220 06:00 9 580 27 2 2 20 1 2 1 1 0 1 1 647 07:00 18 678 36 2 2 18 1 3 4 0 1 0 2 765 08:00 13 698 36 10 4 28 1 3 0 3 1 0 1 798 09:00 9 784 46 1 11 15 0 7 4 0 1 0 3 881 10:00 9 744 53 2 8 11 2 3 2 0 1 0 0 835 11:00 13 975 60 4 7 21 2 5 4 1 0 0 2 1094 12 PM 14 1105 70 1 9 24 3 8 11 0 0 0 1 1246 13:00 8 1053 65 2 8 21 0 2 2 2 1 1 1 1166 14:00 14 975 69 3 4 25 1 5 4 1 1 0 4 1106 15:00 18 1110 73 2 3 30 2 8 5 3 3 0 2 1259 16:00 23 1109 62 13 3 32 1 5 3 0 1 0 1 1253 17:00 18 1196 46 6 6 46 2 10 7 0 0 0 3 1340 18:00 10 942 45 1 3 13 1 2 7 0 0 0 3 1027 19:00 3 619 20 2 2 11 0 1 1 0 0 0 1 660 20:00 3 488 13 1 1 3 0 1 2 0 0 0 0 512 21:00 3 342 14 0 0 3 0 0 0 0 0 0 0 362 22:00 0 188 2 0 2 0 0 0 0 0 0 0 0 192 23:00Total 1910 14068115 7562 520 781 3220 170 660 620 110 100 20 250 15660118 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. 18 975 60 10 11 28 2 7 4 3 1 1 3 1094 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. 23 1196 73 13 9 46 3 10 11 3 3 1 4 1340

Grand 369 27860 1501 93 132 646 32 155 119 22 23 4 39 30995 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% All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 2.5 Station ID: 2.5 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E.

WBStart 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

10/27/15 0 30 4 0 0 0 0 0 0 0 0 0 0 34 01:00 0 14 1 0 0 0 0 0 0 0 0 0 0 15 02:00 0 15 1 0 0 0 0 0 0 0 0 0 0 16 03:00 0 16 2 0 0 0 0 0 0 0 0 0 0 18 04:00 0 22 3 0 0 0 0 0 0 0 0 0 0 25 05:00 1 119 16 0 2 1 0 2 0 0 0 0 0 141 06:00 5 347 46 0 9 5 0 9 0 0 0 0 0 421 07:00 9 770 95 0 17 9 0 17 0 0 0 0 0 917 08:00 8 781 96 0 17 8 0 17 0 0 0 0 0 927 09:00 7 609 75 0 14 7 0 14 0 0 0 0 0 726 10:00 5 630 113 3 25 5 0 17 2 0 3 0 0 803 11:00 13 933 123 6 21 17 0 16 3 1 1 1 2 1137 12 PM 13 917 107 7 21 18 3 14 4 1 0 0 4 1109 13:00 6 800 125 2 15 13 0 15 1 2 5 0 1 985 14:00 12 894 105 4 15 7 0 22 1 4 3 1 5 1073 15:00 11 1304 114 5 17 20 2 27 5 4 1 0 3 1513 16:00 29 1768 111 9 18 26 3 21 7 5 3 0 6 2006 17:00 25 1506 93 7 12 19 2 19 3 5 2 0 2 1695 18:00 8 891 101 1 7 11 0 14 1 1 3 1 2 1041 19:00 1 441 58 1 7 5 0 3 2 2 1 0 0 521 20:00 2 290 41 1 4 2 0 3 0 0 0 0 0 343 21:00 1 232 20 0 2 2 0 1 1 0 0 0 0 259 22:00 0 125 15 0 3 1 0 2 0 0 0 0 0 146 23:00Total 1571 1354591 148419 460 2282 1760 100 2352 300 250 220 30 250 15986115 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. 13 933 123 6 25 17 17 3 1 3 1 2 1137 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. 29 1768 125 9 21 26 3 27 7 5 5 1 6 2006 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 2.5 Station ID: 2.5 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E.

WBStart 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

10/28/15 0 41 7 0 1 0 0 1 0 0 0 0 0 50 01:00 0 22 3 0 0 0 0 1 0 0 0 0 0 26 02:00 0 12 2 0 1 0 0 0 0 0 0 0 0 15 03:00 0 17 3 0 0 0 0 0 0 0 0 0 0 20 04:00 0 28 2 0 0 0 0 0 1 0 0 0 0 31 05:00 0 116 13 1 2 0 0 3 0 1 0 0 0 136 06:00 4 332 42 1 7 3 0 9 1 3 1 0 0 403 07:00 5 705 87 2 23 9 1 20 0 1 2 1 1 857 08:00 5 732 89 4 34 6 1 23 7 2 2 0 0 905 09:00 7 562 76 1 14 4 0 14 5 3 2 0 3 691 10:00 4 634 89 4 21 7 0 13 6 1 2 0 0 781 11:00 7 961 115 4 21 12 2 18 7 1 3 1 1 1153 12 PM 8 967 102 5 20 18 0 26 5 4 5 0 1 1161 13:00 9 791 119 6 16 5 0 14 7 3 0 0 2 972 14:00 12 910 113 2 23 13 1 14 5 4 8 0 0 1105 15:00 14 1342 138 5 23 23 0 21 4 5 1 0 7 1583 16:00 30 1819 111 2 18 31 1 24 5 4 3 1 4 2053 17:00 16 1545 100 6 18 12 3 14 3 2 2 0 1 1722 18:00 14 892 99 2 9 8 2 17 5 1 2 2 1 1054 19:00 4 506 75 1 10 3 0 6 0 1 1 0 0 607 20:00 3 314 43 0 4 0 0 4 0 0 0 0 0 368 21:00 1 266 30 0 1 0 0 1 0 1 0 0 1 301 22:00 0 154 20 0 4 2 0 1 0 1 0 0 0 182 23:00Total 1430 1374880 149719 460 2711 1560 110 2440 621 380 340 50 220 16277101 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. 7 961 115 4 34 12 2 23 7 3 3 1 3 1153 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. 30 1819 138 6 23 31 3 26 7 5 8 2 7 2053

Grand 300 27293 2981 92 499 332 21 479 92 63 56 8 47 32263 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% All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 2 Station ID: 2 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E.

EBStart 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

10/27/15 0 24 6 0 2 0 0 0 0 0 0 0 0 32 01:00 0 12 3 0 0 0 0 0 0 0 0 0 0 15 02:00 0 9 3 0 0 0 0 0 0 0 0 0 0 12 03:00 0 20 6 0 1 0 0 0 0 0 0 0 0 27 04:00 2 97 24 1 7 2 0 3 0 0 0 0 0 136 05:00 11 424 112 6 34 11 0 16 0 0 0 0 0 614 06:00 30 1052 290 14 87 30 0 44 0 0 0 0 0 1547 07:00 48 1731 475 23 142 48 0 71 0 0 0 0 0 2538 08:00 44 1570 436 21 132 44 0 64 0 0 0 0 0 2311 09:00 27 1077 265 13 79 27 0 40 0 0 0 0 0 1528 10:00 11 670 152 7 43 18 2 27 4 3 0 1 0 938 11:00 21 795 165 5 55 12 1 23 4 2 1 0 0 1084 12 PM 30 991 170 11 66 15 2 24 3 8 4 1 1 1326 13:00 29 911 170 8 43 25 1 24 1 2 3 1 2 1220 14:00 4 784 224 11 65 16 2 27 2 0 0 1 0 1136 15:00 27 870 167 6 61 21 1 27 3 1 1 0 0 1185 16:00 35 1054 190 8 42 23 1 34 4 4 1 1 1 1398 17:00 22 1102 146 6 30 20 1 23 1 5 2 0 1 1359 18:00 10 755 161 2 37 14 0 22 1 2 1 0 1 1006 19:00 4 408 108 1 24 4 1 12 1 0 0 0 0 563 20:00 0 304 94 0 15 1 0 3 2 0 0 0 0 419 21:00 0 223 65 0 12 0 0 3 0 1 0 0 0 304 22:00 1 109 39 0 6 0 0 1 0 0 0 1 0 157 23:00Total 3560 1505260 349524 1430 9907 3310 120 4880 260 280 130 60 60 2094691 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. 48 1731 475 23 142 48 2 71 4 3 1 1 2538 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. 35 1102 224 11 66 25 2 34 4 8 4 1 2 1398 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 2 Station ID: 2 DRY CREEK RD. W/O INVERNESS DR. E. DRY CREEK RD. W/O INVERNESS DR. E.

EBStart 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

10/28/15 0 30 10 0 2 0 0 0 0 0 0 0 0 42 01:00 1 12 4 0 0 0 0 1 0 0 0 0 0 18 02:00 0 18 2 0 1 0 0 0 0 0 0 0 0 21 03:00 0 20 10 0 5 0 0 0 0 0 0 0 0 35 04:00 1 105 35 0 16 0 0 1 2 0 0 0 0 160 05:00 3 401 126 0 44 5 0 6 1 0 0 0 0 586 06:00 23 1134 179 4 72 26 2 32 2 5 3 0 3 1485 07:00 27 1835 194 15 58 32 2 41 5 4 4 1 4 2222 08:00 32 1671 194 15 48 30 0 42 11 6 4 2 2 2057 09:00 24 1131 176 11 57 21 0 18 5 4 4 1 3 1455 10:00 14 665 182 8 42 16 1 15 2 6 0 1 0 952 11:00 16 804 150 12 52 19 2 29 3 3 0 1 3 1094 12 PM 18 1008 152 11 44 28 1 21 4 5 2 0 1 1295 13:00 16 874 171 8 40 29 1 31 3 4 6 0 2 1185 14:00 22 854 154 5 60 14 4 28 4 3 0 2 2 1152 15:00 19 896 152 6 45 9 2 26 4 3 2 1 1 1166 16:00 27 1102 149 5 37 21 3 27 2 2 8 0 3 1386 17:00 25 1099 137 8 33 26 1 31 0 4 2 2 0 1368 18:00 19 667 165 4 45 15 3 21 5 4 0 0 2 950 19:00 2 426 128 4 27 5 0 5 0 0 3 0 0 600 20:00 0 306 89 1 22 1 0 4 1 0 0 0 0 424 21:00 0 204 69 0 15 0 0 3 1 0 0 0 0 292 22:00 1 106 39 0 7 0 0 1 0 0 0 0 0 154 23:00Total 2900 1543365 269023 1170 7764 2970 220 3852 550 530 380 110 260 2019394 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. 32 1835 194 15 72 32 2 42 11 6 4 2 4 2222 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. 27 1102 171 11 60 29 4 31 5 5 8 2 3 1386

Grand 646 30485 6185 260 1766 628 34 873 81 81 51 17 32 41139 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% All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 16 33 49 01:00 11 15 26 02:00 10 17 27 03:00 16 24 40 04:00 64 21 85 05:00 216 100 316 06:00 707 185 892 07:00 1361 342 1703 08:00 1248 424 1672 09:00 671 480 1151 10:00 582 500 1082 11:00 667 613 1280 12:00 PM 664 651 1315 01:00 652 647 1299 02:00 607 735 1342 03:00 611 1095 1706 04:00 685 1733 2418 05:00 705 1605 2310 06:00 542 913 1455 07:00 328 491 819 08:00 240 359 599 09:00 146 264 410 10:00 85 127 212 11:00Total 108875311463 89 22350142 Percent 48.7% 51.3% AM Peak - 07:00 11:00 ------07:00 Vol. - 1361 613 ------1703 PM Peak - 17:00 16:00 ------16:00 Vol. - 705 1733 ------2418 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 22 30 52 01:00 7 25 32 02:00 8 14 22 03:00 21 23 44 04:00 52 23 75 05:00 214 91 305 06:00 689 176 865 07:00 1329 322 1651 08:00 1226 422 1648 09:00 768 475 1243 10:00 605 506 1111 11:00 622 593 1215 12:00 PM 710 706 1416 01:00 649 666 1315 02:00 673 724 1397 03:00 656 1041 1697 04:00 684 1693 2377 05:00 774 1722 2496 06:00 563 948 1511 07:00 335 529 864 08:00 219 341 560 09:00 158 283 441 10:00 85 156 241 11:00Total 111316211593 84 22724146 Percent 49.0% 51.0% AM Peak - 07:00 11:00 ------07:00 Vol. - 1329 593 ------1651 PM Peak - 17:00 17:00 ------17:00 Vol. - 774 1722 ------2496 Total 22018 23056 45074 Percent 48.8% 51.2%

ADT ADT 22,537 AADT 22,537 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 8 9 17 01:00 3 2 5 02:00 4 3 7 03:00 7 3 10 04:00 7 11 18 05:00 49 41 90 06:00 208 172 380 07:00 695 318 1013 08:00 720 380 1100 09:00 410 372 782 10:00 394 407 801 11:00 545 512 1057 12:00 PM 654 621 1275 01:00 533 527 1060 02:00 490 496 986 03:00 526 603 1129 04:00 701 984 1685 05:00 677 1077 1754 06:00 384 527 911 07:00 268 215 483 08:00 168 129 297 09:00 133 78 211 10:00 43 31 74 11:00Total 7645187537 19 1518237 Percent 50.4% 49.6% AM Peak - 08:00 11:00 ------08:00 Vol. - 720 512 ------1100 PM Peak - 16:00 17:00 ------17:00 Vol. - 701 1077 ------1754 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 6 7 13 01:00 5 3 8 02:00 6 6 12 03:00 3 5 8 04:00 5 15 20 05:00 49 43 92 06:00 222 155 377 07:00 635 366 1001 08:00 666 359 1025 09:00 439 351 790 10:00 391 402 793 11:00 551 578 1129 12:00 PM 620 628 1248 01:00 534 556 1090 02:00 514 479 993 03:00 541 614 1155 04:00 666 970 1636 05:00 796 1099 1895 06:00 441 452 893 07:00 245 256 501 08:00 170 135 305 09:00 96 102 198 10:00 48 31 79 11:00Total 7663147630 18 1529332 Percent 50.1% 49.9% AM Peak - 08:00 11:00 ------11:00 Vol. - 666 578 ------1129 PM Peak - 17:00 17:00 ------17:00 Vol. - 796 1099 ------1895 Total 15308 15167 30475 Percent 50.2% 49.8%

ADT ADT 15,238 AADT 15,238 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 8 2 10 01:00 2 1 3 02:00 4 5 9 03:00 4 3 7 04:00 8 19 27 05:00 56 48 104 06:00 223 184 407 07:00 634 424 1058 08:00 607 512 1119 09:00 411 440 851 10:00 384 433 817 11:00 469 564 1033 12:00 PM 610 650 1260 01:00 561 571 1132 02:00 480 516 996 03:00 615 655 1270 04:00 802 953 1755 05:00 775 1071 1846 06:00 459 521 980 07:00 258 211 469 08:00 174 144 318 09:00 95 92 187 10:00 46 28 74 11:00Total 7709248067 20 1577644 Percent 48.9% 51.1% AM Peak - 07:00 11:00 ------08:00 Vol. - 634 564 ------1119 PM Peak - 16:00 17:00 ------17:00 Vol. - 802 1071 ------1846 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 7 5 12 01:00 11 2 13 02:00 6 8 14 03:00 3 5 8 04:00 17 14 31 05:00 49 50 99 06:00 221 194 415 07:00 602 472 1074 08:00 582 486 1068 09:00 416 434 850 10:00 406 463 869 11:00 512 680 1192 12:00 PM 646 694 1340 01:00 558 557 1115 02:00 495 536 1031 03:00 577 662 1239 04:00 771 994 1765 05:00 806 1037 1843 06:00 471 489 960 07:00 282 241 523 08:00 180 152 332 09:00 74 109 183 10:00 52 43 95 11:00Total 7762188344 17 1610635 Percent 48.2% 51.8% AM Peak - 07:00 11:00 ------11:00 Vol. - 602 680 ------1192 PM Peak - 17:00 17:00 ------17:00 Vol. - 806 1037 ------1843 Total 15471 16411 31882 Percent 48.5% 51.5%

ADT ADT 15,941 AADT 15,941 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 0 0 0 01:00 0 0 0 02:00 0 1 1 03:00 0 0 0 04:00 1 0 1 05:00 0 0 0 06:00 5 1 6 07:00 19 2 21 08:00 28 12 40 09:00 10 17 27 10:00 24 23 47 11:00 30 31 61 12:00 PM 41 58 99 01:00 27 26 53 02:00 37 38 75 03:00 22 38 60 04:00 36 54 90 05:00 32 32 64 06:00 15 23 38 07:00 5 15 20 08:00 6 9 15 09:00 2 8 10 10:00 0 2 2 11:00Total 3400390 0 7300 Percent 46.6% 53.4% AM Peak - 11:00 11:00 ------11:00 Vol. - 30 31 ------61 PM Peak - 12:00 12:00 ------12:00 Vol. - 41 58 ------99 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 0 0 0 01:00 1 0 1 02:00 0 0 0 03:00 0 0 0 04:00 1 0 1 05:00 0 1 1 06:00 7 4 11 07:00 30 5 35 08:00 29 10 39 09:00 27 13 40 10:00 18 19 37 11:00 31 47 78 12:00 PM 33 47 80 01:00 29 34 63 02:00 26 44 70 03:00 29 37 66 04:00 33 45 78 05:00 32 40 72 06:00 9 31 40 07:00 8 19 27 08:00 0 10 10 09:00 2 4 6 10:00 0 0 0 11:00Total 3461410 0 7561 Percent 45.8% 54.2% AM Peak - 11:00 11:00 ------11:00 Vol. - 31 47 ------78 PM Peak - 12:00 12:00 ------12:00 Vol. - 33 47 ------80 Total 686 800 1486 Percent 46.2% 53.8%

ADT ADT 741 AADT 741 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 0 1 1 01:00 0 1 1 02:00 1 0 1 03:00 1 2 3 04:00 5 0 5 05:00 45 9 54 06:00 216 23 239 07:00 369 52 421 08:00 443 84 527 09:00 260 87 347 10:00 156 97 253 11:00 188 218 406 12:00 PM 217 210 427 01:00 228 144 372 02:00 165 187 352 03:00 150 297 447 04:00 160 410 570 05:00 134 379 513 06:00 77 180 257 07:00 56 63 119 08:00 28 56 84 09:00 25 34 59 10:00 6 17 23 11:00Total 293662559 8 549514 Percent 53.4% 46.6% AM Peak - 08:00 11:00 ------08:00 Vol. - 443 218 ------527 PM Peak - 13:00 16:00 ------16:00 Vol. - 228 410 ------570 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 1 1 2 01:00 0 4 4 02:00 1 0 1 03:00 1 0 1 04:00 8 6 14 05:00 46 5 51 06:00 191 21 212 07:00 383 47 430 08:00 380 99 479 09:00 278 100 378 10:00 149 114 263 11:00 188 243 431 12:00 PM 239 203 442 01:00 243 162 405 02:00 212 208 420 03:00 156 288 444 04:00 127 420 547 05:00 150 348 498 06:00 77 180 257 07:00 43 76 119 08:00 28 62 90 09:00 33 42 75 10:00 7 10 17 11:00Total 294652651 12 559717 Percent 52.6% 47.4% AM Peak - 07:00 11:00 ------08:00 Vol. - 383 243 ------479 PM Peak - 13:00 16:00 ------16:00 Vol. - 243 420 ------547 Total 5882 5210 11092 Percent 53.0% 47.0%

ADT ADT 5,469 AADT 5,469 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 18 7 25 01:00 7 11 18 02:00 6 3 9 03:00 7 6 13 04:00 5 23 28 05:00 26 141 167 06:00 84 437 521 07:00 198 817 1015 08:00 229 765 994 09:00 186 452 638 10:00 253 378 631 11:00 483 473 956 12:00 PM 628 554 1182 01:00 596 424 1020 02:00 580 320 900 03:00 716 296 1012 04:00 1000 453 1453 05:00 932 551 1483 06:00 581 256 837 07:00 304 110 414 08:00 250 84 334 09:00 128 41 169 10:00 52 27 79 11:00Total 7319506642 13 1396163 Percent 52.4% 47.6% AM Peak - 11:00 07:00 ------07:00 Vol. - 483 817 ------1015 PM Peak - 16:00 12:00 ------17:00 Vol. - 1000 554 ------1483 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 10 7 17 01:00 5 7 12 02:00 8 9 17 03:00 9 10 19 04:00 1 26 27 05:00 21 134 155 06:00 110 414 524 07:00 201 794 995 08:00 194 782 976 09:00 209 489 698 10:00 230 372 602 11:00 482 473 955 12:00 PM 608 517 1125 01:00 594 474 1068 02:00 541 337 878 03:00 742 274 1016 04:00 991 469 1460 05:00 967 542 1509 06:00 498 233 731 07:00 269 127 396 08:00 234 75 309 09:00 162 38 200 10:00 86 26 112 11:00Total 7206346637 8 1384342 Percent 52.1% 47.9% AM Peak - 11:00 07:00 ------07:00 Vol. - 482 794 ------995 PM Peak - 16:00 17:00 ------17:00 Vol. - 991 542 ------1509 Total 14525 13279 27804 Percent 52.2% 47.8%

ADT ADT 13,687 AADT 13,687 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 41 64 105 01:00 34 34 68 02:00 27 24 51 03:00 42 27 69 04:00 147 41 188 05:00 774 175 949 06:00 1812 506 2318 07:00 2846 997 3843 08:00 2710 1071 3781 09:00 1677 907 2584 10:00 1181 1038 2219 11:00 1363 1386 2749 12:00 PM 1575 1508 3083 01:00 1426 1338 2764 02:00 1385 1566 2951 03:00 1381 2039 3420 04:00 1650 2750 4400 05:00 1733 2408 4141 06:00 1149 1574 2723 07:00 735 841 1576 08:00 541 580 1121 09:00 366 445 811 10:00 206 283 489 11:00Total 2491911821811 209 46730327 Percent 53.3% 46.7% AM Peak - 07:00 11:00 ------07:00 Vol. - 2846 1386 ------3843 PM Peak - 17:00 16:00 ------16:00 Vol. - 1733 2750 ------4400 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 54 75 129 01:00 29 42 71 02:00 18 31 49 03:00 45 28 73 04:00 157 52 209 05:00 745 164 909 06:00 1763 483 2246 07:00 2799 1053 3852 08:00 2586 1048 3634 09:00 1779 927 2706 10:00 1182 1006 2188 11:00 1415 1484 2899 12:00 PM 1623 1489 3112 01:00 1491 1331 2822 02:00 1295 1550 2845 03:00 1464 2067 3531 04:00 1690 2767 4457 05:00 1940 2531 4471 06:00 1326 1538 2864 07:00 737 970 1707 08:00 568 713 1281 09:00 412 484 896 10:00 219 314 533 11:00Total 254339622352 205 47785301 Percent 53.2% 46.8% AM Peak - 07:00 11:00 ------07:00 Vol. - 2799 1484 ------3852 PM Peak - 17:00 16:00 ------17:00 Vol. - 1940 2767 ------4471 Total 50352 44163 94515 Percent 53.3% 46.7%

ADT ADT 46,359 AADT 46,359 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 8 11 19 01:00 9 10 19 02:00 2 14 16 03:00 5 4 9 04:00 16 11 27 05:00 60 52 112 06:00 185 130 315 07:00 387 341 728 08:00 333 392 725 09:00 261 294 555 10:00 246 327 573 11:00 438 418 856 12:00 PM 428 606 1034 01:00 281 504 785 02:00 292 508 800 03:00 299 490 789 04:00 573 616 1189 05:00 588 691 1279 06:00 337 447 784 07:00 175 332 507 08:00 120 213 333 09:00 75 156 231 10:00 38 92 130 11:00Total 5179236718 59 1189782 Percent 43.5% 56.5% AM Peak - 11:00 11:00 ------11:00 Vol. - 438 418 ------856 PM Peak - 17:00 17:00 ------17:00 Vol. - 588 691 ------1279 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 18 22 40 01:00 10 13 23 02:00 5 14 19 03:00 11 7 18 04:00 11 14 25 05:00 53 49 102 06:00 205 148 353 07:00 378 385 763 08:00 326 385 711 09:00 259 307 566 10:00 263 304 567 11:00 443 451 894 12:00 PM 446 645 1091 01:00 314 574 888 02:00 285 447 732 03:00 304 505 809 04:00 486 657 1143 05:00 724 738 1462 06:00 341 462 803 07:00 167 372 539 08:00 137 262 399 09:00 75 150 225 10:00 53 90 143 11:00Total 5330167068 67 1239883 Percent 43.0% 57.0% AM Peak - 11:00 11:00 ------11:00 Vol. - 443 451 ------894 PM Peak - 17:00 17:00 ------17:00 Vol. - 724 738 ------1462 Total 10509 13786 24295 Percent 43.3% 56.7%

ADT ADT 11,786 AADT 11,786 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 20 8 28 01:00 13 6 19 02:00 6 6 12 03:00 6 8 14 04:00 7 19 26 05:00 38 186 224 06:00 101 341 442 07:00 268 712 980 08:00 238 690 928 09:00 200 408 608 10:00 214 235 449 11:00 405 332 737 12:00 PM 444 422 866 01:00 344 411 755 02:00 397 335 732 03:00 422 274 696 04:00 823 323 1146 05:00 739 419 1158 06:00 410 266 676 07:00 199 152 351 08:00 165 99 264 09:00 86 69 155 10:00 76 52 128 11:00Total 5700795799 26 11499105 Percent 49.6% 50.4% AM Peak - 11:00 07:00 ------07:00 Vol. - 405 712 ------980 PM Peak - 16:00 12:00 ------17:00 Vol. - 823 422 ------1158 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 18 4 22 01:00 11 7 18 02:00 2 0 2 03:00 4 8 12 04:00 9 16 25 05:00 41 182 223 06:00 96 335 431 07:00 258 660 918 08:00 251 741 992 09:00 212 434 646 10:00 234 251 485 11:00 403 342 745 12:00 PM 420 494 914 01:00 352 433 785 02:00 404 316 720 03:00 415 291 706 04:00 718 361 1079 05:00 748 453 1201 06:00 401 254 655 07:00 187 135 322 08:00 206 110 316 09:00 92 80 172 10:00 86 61 147 11:00Total 5651835991 23 11642106 Percent 48.5% 51.5% AM Peak - 11:00 08:00 ------08:00 Vol. - 403 741 ------992 PM Peak - 17:00 12:00 ------17:00 Vol. - 748 494 ------1201 Total 11351 11790 23141 Percent 49.1% 50.9%

ADT ADT 11,245 AADT 11,245 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 0 2 2 01:00 1 5 6 02:00 0 2 2 03:00 1 0 1 04:00 2 0 2 05:00 10 5 15 06:00 30 18 48 07:00 44 27 71 08:00 35 46 81 09:00 19 19 38 10:00 30 26 56 11:00 32 40 72 12:00 PM 32 45 77 01:00 35 62 97 02:00 16 57 73 03:00 33 46 79 04:00 45 65 110 05:00 44 64 108 06:00 42 42 84 07:00 22 43 65 08:00 16 41 57 09:00 12 28 40 10:00 5 8 13 11:00Total 5093702 11 121114 Percent 42.0% 58.0% AM Peak - 07:00 08:00 ------08:00 Vol. - 44 46 ------81 PM Peak - 16:00 16:00 ------16:00 Vol. - 45 65 ------110 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 0 1 1 01:00 0 1 1 02:00 1 2 3 03:00 0 2 2 04:00 4 2 6 05:00 5 4 9 06:00 21 19 40 07:00 52 29 81 08:00 42 36 78 09:00 25 19 44 10:00 14 17 31 11:00 17 29 46 12:00 PM 38 35 73 01:00 23 34 57 02:00 26 36 62 03:00 22 32 54 04:00 29 51 80 05:00 47 68 115 06:00 32 50 82 07:00 25 33 58 08:00 21 36 57 09:00 7 21 28 10:00 4 7 11 11:00Total 4561567 3 10234 Percent 44.6% 55.4% AM Peak - 07:00 08:00 ------07:00 Vol. - 52 36 ------81 PM Peak - 17:00 17:00 ------17:00 Vol. - 47 68 ------115 Total 965 1269 2234 Percent 43.2% 56.8%

ADT ADT 1,077 AADT 1,077 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 7 4 11 01:00 1 1 2 02:00 5 5 10 03:00 1 2 3 04:00 1 19 20 05:00 13 179 192 06:00 37 434 471 07:00 62 782 844 08:00 90 869 959 09:00 129 456 585 10:00 190 234 424 11:00 445 246 691 12:00 PM 385 471 856 01:00 237 306 543 02:00 285 189 474 03:00 507 123 630 04:00 892 179 1071 05:00 640 133 773 06:00 291 87 378 07:00 146 45 191 08:00 79 38 117 09:00 81 18 99 10:00 29 11 40 11:00Total 4570174837 6 940723 Percent 48.6% 51.4% AM Peak - 11:00 08:00 ------08:00 Vol. - 445 869 ------959 PM Peak - 16:00 12:00 ------16:00 Vol. - 892 471 ------1071 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 16 2 18 01:00 2 1 3 02:00 0 0 0 03:00 0 2 2 04:00 4 26 30 05:00 7 167 174 06:00 45 416 461 07:00 61 805 866 08:00 102 878 980 09:00 104 484 588 10:00 193 239 432 11:00 486 281 767 12:00 PM 426 433 859 01:00 231 346 577 02:00 280 197 477 03:00 543 165 708 04:00 865 154 1019 05:00 699 199 898 06:00 340 129 469 07:00 171 62 233 08:00 89 34 123 09:00 113 16 129 10:00 33 8 41 11:00Total 4830205052 8 988228 Percent 48.9% 51.1% AM Peak - 11:00 08:00 ------08:00 Vol. - 486 878 ------980 PM Peak - 16:00 12:00 ------16:00 Vol. - 865 433 ------1019 Total 9400 9889 19289 Percent 48.7% 51.3%

ADT ADT 9,632 AADT 9,632 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 1 3 4 01:00 2 4 6 02:00 0 3 3 03:00 0 2 2 04:00 1 0 1 05:00 11 7 18 06:00 21 31 52 07:00 53 39 92 08:00 46 55 101 09:00 43 42 85 10:00 28 42 70 11:00 57 84 141 12:00 PM 79 110 189 01:00 58 99 157 02:00 48 59 107 03:00 44 60 104 04:00 53 96 149 05:00 55 79 134 06:00 30 36 66 07:00 16 23 39 08:00 9 8 17 09:00 4 4 8 10:00 5 10 15 11:00Total 6673900 4 15677 Percent 42.6% 57.4% AM Peak - 11:00 11:00 ------11:00 Vol. - 57 84 ------141 PM Peak - 12:00 12:00 ------12:00 Vol. - 79 110 ------189 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 3 2 5 01:00 1 2 3 02:00 2 0 2 03:00 0 2 2 04:00 1 1 2 05:00 6 7 13 06:00 20 23 43 07:00 55 39 94 08:00 50 62 112 09:00 26 48 74 10:00 28 51 79 11:00 59 102 161 12:00 PM 88 106 194 01:00 75 81 156 02:00 52 71 123 03:00 47 74 121 04:00 57 85 142 05:00 52 90 142 06:00 26 46 72 07:00 8 22 30 08:00 17 10 27 09:00 10 9 19 10:00 4 4 8 11:00Total 6892944 7 16339 Percent 42.2% 57.8% AM Peak - 11:00 11:00 ------11:00 Vol. - 59 102 ------161 PM Peak - 12:00 12:00 ------12:00 Vol. - 88 106 ------194 Total 1356 1844 3200 Percent 42.4% 57.6%

ADT ADT 1,600 AADT 1,600 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 15 Station ID: 15 GEDDES AVE E/O HAVANA ST

Start 27-Oct-15 Time Tue EB WB Total 12:00 AM 1 1 2 01:00 0 3 3 02:00 1 1 2 03:00 0 0 0 04:00 23 5 28 05:00 53 5 58 06:00 162 12 174 07:00 366 42 408 08:00 311 73 384 09:00 184 52 236 10:00 90 59 149 11:00 120 193 313 12:00 PM 157 200 357 01:00 124 111 235 02:00 96 113 209 03:00 86 170 256 04:00 65 333 398 05:00 91 295 386 06:00 46 123 169 07:00 8 78 86 08:00 10 23 33 09:00 8 15 23 10:00 4 13 17 11:00Total 200821931 11 393913 Percent 51.0% 49.0% AM Peak - 07:00 11:00 ------07:00 Vol. - 366 193 ------408 PM Peak - 12:00 16:00 ------16:00 Vol. - 157 333 ------398 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 15 Station ID: 15 GEDDES AVE E/O HAVANA ST

Start 28-Oct-15 Time Wed EB WB Total 12:00 AM 2 4 6 01:00 0 1 1 02:00 3 0 3 03:00 0 0 0 04:00 22 6 28 05:00 52 3 55 06:00 170 8 178 07:00 379 27 406 08:00 277 70 347 09:00 176 62 238 10:00 92 51 143 11:00 127 154 281 12:00 PM 178 142 320 01:00 158 124 282 02:00 88 105 193 03:00 79 173 252 04:00 73 356 429 05:00 55 298 353 06:00 42 141 183 07:00 10 64 74 08:00 10 21 31 09:00 3 12 15 10:00 2 6 8 11:00Total 199911833 5 38326 Percent 52.2% 47.8% AM Peak - 07:00 11:00 ------07:00 Vol. - 379 154 ------406 PM Peak - 12:00 16:00 ------16:00 Vol. - 178 356 ------429 Total 4007 3764 7771 Percent 51.6% 48.4%

ADT ADT 3,804 AADT 3,804 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 16 Station ID: 16 HAVANA ST N/O GEDDES AVE

Start 27-Oct-15 Time Tue NB SB Total 12:00 AM 27 36 63 01:00 18 12 30 02:00 14 10 24 03:00 24 14 38 04:00 75 26 101 05:00 314 152 466 06:00 858 467 1325 07:00 1308 935 2243 08:00 1119 915 2034 09:00 757 636 1393 10:00 648 564 1212 11:00 916 697 1613 12:00 PM 1059 845 1904 01:00 852 754 1606 02:00 892 729 1621 03:00 1047 944 1991 04:00 1496 1130 2626 05:00 1524 1025 2549 06:00 834 688 1522 07:00 535 331 866 08:00 365 246 611 09:00 254 193 447 10:00 140 118 258 11:00Total 151588211546 79 26704161 Percent 56.8% 43.2% AM Peak - 07:00 07:00 ------07:00 Vol. - 1308 935 ------2243 PM Peak - 17:00 16:00 ------16:00 Vol. - 1524 1130 ------2626 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 16 Station ID: 16 HAVANA ST N/O GEDDES AVE

Start 28-Oct-15 Time Wed NB SB Total 12:00 AM 35 32 67 01:00 14 21 35 02:00 12 14 26 03:00 23 20 43 04:00 89 24 113 05:00 323 140 463 06:00 834 424 1258 07:00 1279 924 2203 08:00 1082 892 1974 09:00 826 612 1438 10:00 602 553 1155 11:00 902 735 1637 12:00 PM 1037 843 1880 01:00 927 753 1680 02:00 863 786 1649 03:00 1091 962 2053 04:00 1471 1144 2615 05:00 1590 1039 2629 06:00 970 667 1637 07:00 525 384 909 08:00 381 275 656 09:00 305 206 511 10:00 148 139 287 11:00Total 154077811665 76 27072154 Percent 56.9% 43.1% AM Peak - 07:00 07:00 ------07:00 Vol. - 1279 924 ------2203 PM Peak - 17:00 16:00 ------17:00 Vol. - 1590 1144 ------2629 Total 30565 23211 53776 Percent 56.8% 43.2%

ADT ADT 26,888 AADT 26,888 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 11 16 27 01:00 12 5 17 02:00 5 5 10 03:00 15 8 23 04:00 43 12 55 05:00 198 102 300 06:00 525 342 867 07:00 820 852 1672 08:00 730 705 1435 09:00 424 395 819 10:00 386 289 675 11:00 508 487 995 12:00 PM 604 457 1061 01:00 478 438 916 02:00 524 466 990 03:00 669 557 1226 04:00 1086 684 1770 05:00 1099 645 1744 06:00 523 389 912 07:00 212 200 412 08:00 147 147 294 09:00 111 91 202 10:00 51 70 121 11:00Total 9206257397 35 1660360 Percent 55.4% 44.6% AM Peak - 07:00 07:00 ------07:00 Vol. - 820 852 ------1672 PM Peak - 17:00 16:00 ------16:00 Vol. - 1099 684 ------1770 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 8 21 29 01:00 7 13 20 02:00 10 8 18 03:00 14 7 21 04:00 55 9 64 05:00 207 94 301 06:00 526 391 917 07:00 830 851 1681 08:00 717 694 1411 09:00 480 379 859 10:00 323 302 625 11:00 451 475 926 12:00 PM 571 517 1088 01:00 522 395 917 02:00 505 470 975 03:00 707 605 1312 04:00 1060 637 1697 05:00 1066 660 1726 06:00 537 447 984 07:00 254 213 467 08:00 188 149 337 09:00 115 89 204 10:00 46 53 99 11:00Total 9234357511 32 1674567 Percent 55.1% 44.9% AM Peak - 07:00 07:00 ------07:00 Vol. - 830 851 ------1681 PM Peak - 17:00 17:00 ------17:00 Vol. - 1066 660 ------1726 Total 18440 14908 33348 Percent 55.3% 44.7%

ADT ADT 16,674 AADT 16,674 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 53 26 79 01:00 17 15 32 02:00 17 7 24 03:00 23 17 40 04:00 44 39 83 05:00 151 138 289 06:00 419 406 825 07:00 859 726 1585 08:00 790 732 1522 09:00 581 541 1122 10:00 479 476 955 11:00 791 577 1368 12:00 PM 829 734 1563 01:00 727 678 1405 02:00 702 572 1274 03:00 932 661 1593 04:00 1126 786 1912 05:00 1103 819 1922 06:00 719 541 1260 07:00 487 260 747 08:00 363 170 533 09:00 242 136 378 10:00 137 53 190 11:00Total 116991089147 37 20846145 Percent 56.1% 43.9% AM Peak - 07:00 08:00 ------07:00 Vol. - 859 732 ------1585 PM Peak - 16:00 17:00 ------17:00 Vol. - 1126 819 ------1922 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 49 19 68 01:00 18 13 31 02:00 13 8 21 03:00 16 21 37 04:00 47 39 86 05:00 143 143 286 06:00 386 384 770 07:00 759 753 1512 08:00 694 702 1396 09:00 615 540 1155 10:00 534 436 970 11:00 823 615 1438 12:00 PM 879 757 1636 01:00 791 687 1478 02:00 712 576 1288 03:00 846 674 1520 04:00 1140 773 1913 05:00 1193 791 1984 06:00 824 530 1354 07:00 509 291 800 08:00 354 189 543 09:00 333 155 488 10:00 168 63 231 11:00Total 119551099199 40 21154149 Percent 56.5% 43.5% AM Peak - 11:00 07:00 ------07:00 Vol. - 823 753 ------1512 PM Peak - 17:00 17:00 ------17:00 Vol. - 1193 791 ------1984 Total 23654 18346 42000 Percent 56.3% 43.7%

ADT ADT 21,000 AADT 21,000 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 111 141 252 01:00 72 83 155 02:00 68 78 146 03:00 91 90 181 04:00 241 230 471 05:00 704 621 1325 06:00 1482 1650 3132 07:00 1960 2333 4293 08:00 1775 2091 3866 09:00 1435 1743 3178 10:00 1412 1599 3011 11:00 1534 1801 3335 12:00 PM 1768 1788 3556 01:00 1689 1713 3402 02:00 1642 1766 3408 03:00 1806 2007 3813 04:00 2035 2041 4076 05:00 2040 1829 3869 06:00 1545 1550 3095 07:00 1094 956 2050 08:00 839 691 1530 09:00 673 493 1166 10:00 350 369 719 11:00Total 2662225627939 276 54561532 Percent 48.8% 51.2% AM Peak - 07:00 07:00 ------07:00 Vol. - 1960 2333 ------4293 PM Peak - 17:00 16:00 ------16:00 Vol. - 2040 2041 ------4076 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 126 136 262 01:00 91 74 165 02:00 57 72 129 03:00 98 73 171 04:00 221 211 432 05:00 690 587 1277 06:00 1512 1651 3163 07:00 1850 2254 4104 08:00 1691 2050 3741 09:00 1505 1809 3314 10:00 1427 1720 3147 11:00 1622 1875 3497 12:00 PM 1841 1821 3662 01:00 1814 1727 3541 02:00 1703 1734 3437 03:00 1851 2027 3878 04:00 2031 2066 4097 05:00 2119 1918 4037 06:00 1735 1578 3313 07:00 1150 949 2099 08:00 867 738 1605 09:00 692 553 1245 10:00 352 385 737 11:00Total 2728924428289 281 55578525 Percent 49.1% 50.9% AM Peak - 07:00 07:00 ------07:00 Vol. - 1850 2254 ------4104 PM Peak - 17:00 16:00 ------16:00 Vol. - 2119 2066 ------4097 Total 53911 56228 110139 Percent 48.9% 51.1%

ADT ADT 54,138 AADT 54,138 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 114 125 239 01:00 82 83 165 02:00 74 72 146 03:00 87 96 183 04:00 236 235 471 05:00 655 685 1340 06:00 1456 1977 3433 07:00 2116 2858 4974 08:00 1914 2561 4475 09:00 1548 1994 3542 10:00 1507 1714 3221 11:00 1629 1858 3487 12:00 PM 1952 1872 3824 01:00 1864 1763 3627 02:00 1878 1880 3758 03:00 2209 2083 4292 04:00 2531 2150 4681 05:00 2399 1980 4379 06:00 1871 1604 3475 07:00 1340 926 2266 08:00 996 656 1652 09:00 782 480 1262 10:00 433 342 775 11:00Total 2996228930231 237 60193526 Percent 49.8% 50.2% AM Peak - 07:00 07:00 ------07:00 Vol. - 2116 2858 ------4974 PM Peak - 16:00 16:00 ------16:00 Vol. - 2531 2150 ------4681 All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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 147 125 272 01:00 96 71 167 02:00 64 71 135 03:00 87 82 169 04:00 216 225 441 05:00 650 648 1298 06:00 1423 1927 3350 07:00 1865 2771 4636 08:00 1846 2509 4355 09:00 1677 2038 3715 10:00 1461 1869 3330 11:00 1748 1963 3711 12:00 PM 1988 1889 3877 01:00 1988 1809 3797 02:00 1900 1773 3673 03:00 2220 2105 4325 04:00 2446 2130 4576 05:00 2491 2067 4558 06:00 2126 1642 3768 07:00 1345 933 2278 08:00 1014 714 1728 09:00 878 514 1392 10:00 445 348 793 11:00Total 3041129030457 234 60868524 Percent 50.0% 50.0% AM Peak - 07:00 07:00 ------07:00 Vol. - 1865 2771 ------4636 PM Peak - 17:00 16:00 ------16:00 Vol. - 2491 2130 ------4576 Total 60373 60688 121061 Percent 49.9% 50.1%

ADT ADT 59,712 AADT 59,712 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 22 Station ID: 22 I-25 SB OFF RAMP N/O DRY CREEK RD

27-Oct-1 TimeStart Tue SB

12:00 AM 38 01:00 23 02:00 17 03:00 25 04:00 78 05:00 530 06:00 1164 07:00 1774 08:00 1710 09:00 1235 10:00 829 11:00 848 12:00 PM 936 01:00 864 02:00 833 03:00 805 04:00 880 05:00 928 06:00 678 07:00 413 08:00 361 09:00 280 10:00 165 11:00Total 1549682 AM Peak - 07:00 ------Vol. - 1774 ------PM Peak - 12:00 ------Vol. - 936 ------All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net Site Code: 22 Station ID: 22 I-25 SB OFF RAMP N/O DRY CREEK RD

28-Oct-1 TimeStart Wed SB

12:00 AM 36 01:00 22 02:00 13 03:00 29 04:00 98 05:00 537 06:00 1138 07:00 1798 08:00 1713 09:00 1234 10:00 806 11:00 864 12:00 PM 932 01:00 912 02:00 883 03:00 798 04:00 1020 05:00 887 06:00 696 07:00 453 08:00 343 09:00 286 10:00 174 11:00Total 1575785 AM Peak - 07:00 ------Vol. - 1798 ------PM Peak - 16:00 ------Vol. - 1020 ------Grand 31253 Total

ADT ADT 15,343 AADT 15,343 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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.

27-Oct-1 TimeStart Tue SB

12:00 AM 32 01:00 11 02:00 11 03:00 15 04:00 17 05:00 75 06:00 251 07:00 416 08:00 461 09:00 413 10:00 510 11:00 648 12:00 PM 681 01:00 664 02:00 745 03:00 988 04:00 1094 05:00 1015 06:00 803 07:00 457 08:00 327 09:00 210 10:00 118 11:00Total 1004785 AM Peak - 11:00 ------Vol. - 648 ------PM Peak - 16:00 ------Vol. - 1094 ------All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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.

28-Oct-1 TimeStart Wed SB

12:00 AM 38 01:00 26 02:00 15 03:00 18 04:00 25 05:00 81 06:00 239 07:00 438 08:00 481 09:00 422 10:00 495 11:00 701 12:00 PM 701 01:00 679 02:00 743 03:00 1014 04:00 1172 05:00 1138 06:00 824 07:00 565 08:00 414 09:00 264 10:00 136 11:00Total 1072192 AM Peak - 11:00 ------Vol. - 701 ------PM Peak - 16:00 ------Vol. - 1172 ------Grand 20768 Total

ADT ADT 10,240 AADT 10,240 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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.

27-Oct-1 TimeStart Tue NB

12:00 AM 53 01:00 26 02:00 15 03:00 18 04:00 36 05:00 160 06:00 400 07:00 391 08:00 514 09:00 575 10:00 635 11:00 837 12:00 PM 873 01:00 849 02:00 1088 03:00 1305 04:00 1455 05:00 1178 06:00 1008 07:00 602 08:00 428 09:00 325 10:00 211 11:00Total 13160178 AM Peak - 11:00 ------Vol. - 837 ------PM Peak - 16:00 ------Vol. - 1455 ------All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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.

28-Oct-1 TimeStart Wed NB

12:00 AM 47 01:00 28 02:00 13 03:00 19 04:00 49 05:00 148 06:00 401 07:00 319 08:00 526 09:00 585 10:00 672 11:00 833 12:00 PM 845 01:00 841 02:00 1143 03:00 1345 04:00 1575 05:00 1108 06:00 884 07:00 600 08:00 456 09:00 346 10:00 259 11:00Total 13217175 AM Peak - 11:00 ------Vol. - 833 ------PM Peak - 16:00 ------Vol. - 1575 ------Grand 26377 Total

ADT ADT 13,112 AADT 13,112 All Traffic Data Services, Inc Page 1 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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

27-Oct-1 TimeStart Tue NB

12:00 AM 23 01:00 20 02:00 17 03:00 33 04:00 91 05:00 416 06:00 1086 07:00 1537 08:00 1512 09:00 939 10:00 677 11:00 760 12:00 PM 751 01:00 731 02:00 768 03:00 758 04:00 823 05:00 806 06:00 594 07:00 448 08:00 285 09:00 228 10:00 99 11:00Total 1346563 AM Peak - 07:00 ------Vol. - 1537 ------PM Peak - 16:00 ------Vol. - 823 ------All Traffic Data Services, Inc Page 2 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net 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

28-Oct-1 TimeStart Wed NB

12:00 AM 30 01:00 24 02:00 13 03:00 35 04:00 88 05:00 401 06:00 1076 07:00 1532 08:00 1439 09:00 1050 10:00 692 11:00 761 12:00 PM 764 01:00 737 02:00 716 03:00 781 04:00 811 05:00 1138 06:00 711 07:00 414 08:00 322 09:00 263 10:00 124 11:00Total 1396745 AM Peak - 07:00 ------Vol. - 1532 ------PM Peak - 17:00 ------Vol. - 1138 ------Grand 27432 Total

ADT ADT 13,508 AADT 13,508

APPENDIX

APPENDIX C

OPERATIONAL REPORTS

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) 287 1103 94 150 314 88 38 508 189 96 192 19 Future Volume (veh/h) 287 1103 94 150 314 88 38 508 189 96 192 19 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 330 1268 108 172 361 101 44 584 217 110 221 22 Adj No. of Lanes 120121121121 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222 Cap, veh/h 612 1670 142 364 1698 757 331 721 320 195 828 368 Arrive On Green 0.18 1.00 1.00 0.07 0.48 0.48 0.03 0.20 0.20 0.12 0.47 0.47 Sat Flow, veh/h 1774 3301 280 1774 3539 1578 1774 3539 1572 1774 3539 1573 Grp Volume(v), veh/h 330 678 698 172 361 101 44 584 217 110 221 22 Grp Sat Flow(s),veh/h/ln 1774 1770 1812 1774 1770 1578 1774 1770 1572 1774 1770 1573 Q Serve(g_s), s 11.0 0.0 0.0 5.9 7.1 4.3 2.3 18.9 15.3 5.8 4.6 0.9 Cycle Q Clear(g_c), s 11.0 0.0 0.0 5.9 7.1 4.3 2.3 18.9 15.3 5.8 4.6 0.9 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 612 895 917 364 1698 757 331 721 320 195 828 368 V/C Ratio(X) 0.54 0.76 0.76 0.47 0.21 0.13 0.13 0.81 0.68 0.56 0.27 0.06 Avail Cap(c_a), veh/h 612 895 917 366 1698 757 488 1239 550 195 1032 459 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 13.2 0.0 0.0 13.8 18.1 17.4 36.3 45.6 44.1 33.4 25.7 24.7 Incr Delay (d2), s/veh 0.4 5.0 5.0 0.4 0.3 0.4 0.1 0.8 0.9 2.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 1.2 1.3 2.9 3.5 1.9 1.2 9.3 6.7 2.9 2.2 0.4 LnGrp Delay(d),s/veh 13.7 5.0 5.0 14.1 18.4 17.7 36.4 46.4 45.1 35.8 25.7 24.7 LnGrp LOS BAABBBDDDDCC Approach Vol, veh/h 1706 634 845 353 Approach Delay, s/veh 6.7 17.1 45.6 28.8 Approach LOS A B D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.8 66.7 7.4 34.1 15.0 63.6 11.0 30.4 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 8.0 43.0 14.0 35.0 11.0 40.0 7.0 42.0 Max Q Clear Time (g_c+I1), s 7.9 2.0 4.3 6.6 13.0 9.1 7.8 20.9 Green Ext Time (p_c), s 0.0 2.4 0.0 2.2 0.0 2.4 0.0 2.2 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 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) 152 561 119 355 1470 293 264 534 271 172 851 250 Future Volume (veh/h) 152 561 119 355 1470 293 264 534 271 172 851 250 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 163 603 128 382 1581 315 284 574 291 185 915 269 Adj No. of Lanes 120121121121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 178 993 210 403 1327 591 290 1058 471 328 944 420 Arrive On Green 0.13 0.68 0.68 0.10 0.38 0.38 0.13 0.30 0.30 0.19 0.53 0.53 Sat Flow, veh/h 1774 2905 615 1774 3539 1577 1774 3539 1575 1774 3539 1574 Grp Volume(v), veh/h 163 367 364 382 1581 315 284 574 291 185 915 269 Grp Sat Flow(s),veh/h/ln 1774 1770 1751 1774 1770 1577 1774 1770 1575 1774 1770 1574 Q Serve(g_s), s 7.4 13.4 13.5 12.0 45.0 18.7 14.5 16.3 19.1 9.1 30.0 14.5 Cycle Q Clear(g_c), s 7.4 13.4 13.5 12.0 45.0 18.7 14.5 16.3 19.1 9.1 30.0 14.5 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 605 598 403 1327 591 290 1058 471 328 944 420 V/C Ratio(X) 0.91 0.61 0.61 0.95 1.19 0.53 0.98 0.54 0.62 0.56 0.97 0.64 Avail Cap(c_a), veh/h 178 605 598 403 1327 591 290 1058 471 356 944 420 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 28.0 14.6 14.6 31.3 37.5 29.3 33.5 35.2 36.2 25.5 27.5 23.9 Incr Delay (d2), s/veh 42.0 4.3 4.4 31.6 93.7 3.4 47.2 0.3 1.8 0.7 19.6 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 7.0 7.0 10.4 39.2 8.7 13.2 8.0 8.5 4.4 17.0 6.5 LnGrp Delay(d),s/veh 70.0 19.0 19.0 62.9 131.2 32.7 80.8 35.5 38.0 26.2 47.1 26.1 LnGrp LOS EBBEFCFDDCDC Approach Vol, veh/h 894 2278 1149 1369 Approach Delay, s/veh 28.3 106.1 47.3 40.2 Approach LOS C F D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 47.0 19.0 38.0 12.0 51.0 15.1 41.9 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 12.0 41.0 15.0 32.0 8.0 45.0 13.0 34.0 Max Q Clear Time (g_c+I1), s 14.0 15.5 16.5 32.0 9.4 47.0 11.1 21.1 Green Ext Time (p_c), s 0.0 4.6 0.0 0.0 0.0 0.0 0.1 4.3 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 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) 51 1252 85 670 594 434 14 31 140 114 54 19 Future Volume (veh/h) 51 1252 85 670 594 434 14 31 140 114 54 19 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.98 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 58 1423 97 761 675 493 16 35 159 130 61 22 Adj No. of Lanes 131231212210 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 263 1523 472 717 2411 747 882 543 809 902 421 152 Arrive On Green 0.03 0.30 0.30 0.21 0.47 0.47 0.01 0.29 0.29 0.04 0.32 0.32 Sat Flow, veh/h 1774 5085 1575 3442 5085 1575 3442 1863 2772 3442 1302 469 Grp Volume(v), veh/h 58 1423 97 761 675 493 16 35 159 130 0 83 Grp Sat Flow(s),veh/h/ln 1774 1695 1575 1721 1695 1575 1721 1863 1386 1721 0 1771 Q Serve(g_s), s 2.7 32.7 5.5 25.0 9.7 28.8 0.4 1.6 5.2 3.1 0.0 4.0 Cycle Q Clear(g_c), s 2.7 32.7 5.5 25.0 9.7 28.8 0.4 1.6 5.2 3.1 0.0 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 263 1523 472 717 2411 747 882 543 809 902 0 573 V/C Ratio(X) 0.22 0.93 0.21 1.06 0.28 0.66 0.02 0.06 0.20 0.14 0.00 0.14 Avail Cap(c_a), veh/h 321 1523 472 717 2411 747 1076 543 809 986 0 573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.6 40.9 31.4 47.5 19.1 24.2 29.4 30.7 31.9 26.5 0.0 28.8 Incr Delay (d2), s/veh 0.2 12.0 1.0 51.1 0.3 4.5 0.0 0.2 0.5 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 17.0 2.5 16.9 4.6 13.4 0.2 0.9 2.0 1.5 0.0 2.0 LnGrp Delay(d),s/veh 27.7 52.9 32.4 98.6 19.4 28.7 29.4 30.9 32.5 26.5 0.0 29.3 LnGrp LOS C D C F B CCCCC C Approach Vol, veh/h 1578 1929 210 213 Approach Delay, s/veh 50.7 53.0 32.0 27.6 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 29.0 41.9 5.2 43.8 8.0 62.9 9.1 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 25.0 33.0 8.0 35.0 8.0 50.0 8.0 35.0 Max Q Clear Time (g_c+I1), s 27.0 34.7 2.4 6.0 4.7 30.8 5.1 7.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.0 5.0 0.1 0.5 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 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) 31 909 64 337 1800 113 193 68 700 398 106 72 Future Volume (veh/h) 31 909 64 337 1800 113 193 68 700 398 106 72 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 33 957 67 355 1895 119 203 72 737 419 112 76 Adj No. of Lanes 131231212210 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 121 1992 618 287 2321 719 834 543 809 720 318 216 Arrive On Green 0.02 0.39 0.39 0.08 0.46 0.46 0.06 0.29 0.29 0.08 0.31 0.31 Sat Flow, veh/h 1774 5085 1577 3442 5085 1575 3442 1863 2772 3442 1030 699 Grp Volume(v), veh/h 33 957 67 355 1895 119 203 72 737 419 0 188 Grp Sat Flow(s),veh/h/ln 1774 1695 1577 1721 1695 1575 1721 1863 1386 1721 0 1730 Q Serve(g_s), s 1.3 16.9 3.2 10.0 38.7 5.3 4.9 3.4 30.8 9.0 0.0 10.1 Cycle Q Clear(g_c), s 1.3 16.9 3.2 10.0 38.7 5.3 4.9 3.4 30.8 9.0 0.0 10.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40 Lane Grp Cap(c), veh/h 121 1992 618 287 2321 719 834 543 809 720 0 534 V/C Ratio(X) 0.27 0.48 0.11 1.24 0.82 0.17 0.24 0.13 0.91 0.58 0.00 0.35 Avail Cap(c_a), veh/h 206 1992 618 287 2321 719 892 543 809 720 0 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.0 27.4 23.2 55.0 28.3 19.2 27.3 31.3 41.0 28.1 0.0 32.2 Incr Delay (d2), s/veh 0.4 0.8 0.4 133.2 3.3 0.5 0.0 0.5 14.9 0.8 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 8.0 1.5 10.0 18.8 2.4 2.3 1.8 13.4 1.2 0.0 5.1 LnGrp Delay(d),s/veh 26.4 28.2 23.5 188.2 31.6 19.7 27.3 31.8 55.9 28.9 0.0 34.0 LnGrp LOS C C C F C B C C E C C Approach Vol, veh/h 1057 2369 1012 607 Approach Delay, s/veh 27.8 54.5 48.4 30.5 Approach LOS CDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 53.0 11.0 42.0 6.2 60.8 13.0 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 10.0 47.0 9.0 35.0 8.0 49.0 9.0 35.0 Max Q Clear Time (g_c+I1), s 12.0 18.9 6.9 12.1 3.3 40.7 11.0 32.8 Green Ext Time (p_c), s 0.0 6.7 0.1 2.1 0.0 4.3 0.0 0.7 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 Dry Creek Corridor Existing Conditions AM Peak Hour 628: Dry Creek Rd & I-25 @ 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) 0 1270 150 274 1063 00001145 0 270 Future Volume (veh/h) 0 1270 150 274 1063 00001145 0 270 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 1863 1863 Adj Flow Rate, veh/h 0 1427 0 308 1194 0 1287 0 303 Adj No. of Lanes 041230 201 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 022220 222 Cap, veh/h 0 1780 440 363 2204 0 1685 0 752 Arrive On Green 0.00 0.28 0.00 0.21 0.87 0.00 0.47 0.00 0.47 Sat Flow, veh/h 0 6669 1583 3442 5253 0 3548 0 1583 Grp Volume(v), veh/h 0 1427 0 308 1194 0 1287 0 303 Grp Sat Flow(s),veh/h/ln 0 1602 1583 1721 1695 0 1774 0 1583 Q Serve(g_s), s 0.0 24.8 0.0 10.3 7.1 0.0 35.9 0.0 14.9 Cycle Q Clear(g_c), s 0.0 24.8 0.0 10.3 7.1 0.0 35.9 0.0 14.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1780 440 363 2204 0 1685 0 752 V/C Ratio(X) 0.00 0.80 0.00 0.85 0.54 0.00 0.76 0.00 0.40 Avail Cap(c_a), veh/h 0 1780 440 459 2204 0 1685 0 752 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.93 0.93 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 40.3 0.0 46.4 5.0 0.0 26.0 0.0 20.5 Incr Delay (d2), s/veh 0.0 3.9 0.0 10.0 0.9 0.0 3.3 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 11.5 0.0 5.4 3.3 0.0 18.3 0.0 6.8 LnGrp Delay(d),s/veh 0.0 44.2 0.0 56.4 5.9 0.0 29.3 0.0 22.1 LnGrp LOS D EA C C Approach Vol, veh/h 1427 1502 1590 Approach Delay, s/veh 44.2 16.3 27.9 Approach LOS D B C Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 18.7 39.3 62.0 58.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 30.0 57.0 52.0 Max Q Clear Time (g_c+I1), s 12.3 26.8 37.9 9.1 Green Ext Time (p_c), s 0.3 3.0 6.0 32.3 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 Dry Creek Corridor Existing conditions PM Peak Hour 628: Dry Creek Rd & I-25 @ 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) 0 1605 380 820 1570 00002700270 Future Volume (veh/h) 0 1605 380 820 1570 00002700270 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 1863 1863 Adj Flow Rate, veh/h 0 1689 0 863 1653 0 284 0 284 Adj No. of Lanes 041230 201 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 022220 222 Cap, veh/h 0 2285 565 981 3517 0 769 0 343 Arrive On Green 0.00 0.36 0.00 0.09 0.23 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 6669 1583 3442 5253 0 3548 0 1583 Grp Volume(v), veh/h 0 1689 0 863 1653 0 284 0 284 Grp Sat Flow(s),veh/h/ln 0 1602 1583 1721 1695 0 1774 0 1583 Q Serve(g_s), s 0.0 27.6 0.0 29.7 33.7 0.0 8.2 0.0 20.5 Cycle Q Clear(g_c), s 0.0 27.6 0.0 29.7 33.7 0.0 8.2 0.0 20.5 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2285 565 981 3517 0 769 0 343 V/C Ratio(X) 0.00 0.74 0.00 0.88 0.47 0.00 0.37 0.00 0.83 Avail Cap(c_a), veh/h 0 2285 565 1233 3517 0 769 0 343 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.75 0.75 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 33.7 0.0 52.3 27.3 0.0 40.0 0.0 44.9 Incr Delay (d2), s/veh 0.0 2.2 0.0 4.6 0.3 0.0 1.4 0.0 20.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 12.5 0.0 14.8 16.0 0.0 4.2 0.0 10.9 LnGrp Delay(d),s/veh 0.0 35.9 0.0 56.9 27.6 0.0 41.4 0.0 64.9 LnGrp LOS D EC D E Approach Vol, veh/h 1689 2516 568 Approach Delay, s/veh 35.9 37.7 53.1 Approach LOS D D D Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 40.2 48.8 31.0 89.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 43.0 34.0 26.0 83.0 Max Q Clear Time (g_c+I1), s 31.7 29.6 22.5 35.7 Green Ext Time (p_c), s 2.5 4.3 0.6 42.1 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 Dry Creek Corridor Existing Conditions AM Peak Hour 627: I-25 @ 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) 380 2035 0 0 942 185 395 1 268 0 0 0 Future Volume (veh/h) 380 2035 0 0 942 185 395 1 268 0 0 0 Number 5 2 12 1 6 16 3 8 18 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 418 2236 0 0 1035 0 435 0 295 Adj No. of Lanes 230041201 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 220022222 Cap, veh/h 489 3560 0 0 3255 804 739 0 330 Arrive On Green 0.28 1.00 0.00 0.00 0.51 0.00 0.21 0.00 0.21 Sat Flow, veh/h 3442 5253 0 0 6669 1583 3548 0 1583 Grp Volume(v), veh/h 418 2236 0 0 1035 0 435 0 295 Grp Sat Flow(s),veh/h/ln 1721 1695 0 0 1602 1583 1774 0 1583 Q Serve(g_s), s 13.8 0.0 0.0 0.0 11.4 0.0 13.3 0.0 21.8 Cycle Q Clear(g_c), s 13.8 0.0 0.0 0.0 11.4 0.0 13.3 0.0 21.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 489 3560 0 0 3255 804 739 0 330 V/C Ratio(X) 0.86 0.63 0.00 0.00 0.32 0.00 0.59 0.00 0.89 Avail Cap(c_a), veh/h 1004 3560 0 0 3255 804 739 0 330 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.8 0.0 0.0 0.0 17.3 0.0 42.9 0.0 46.2 Incr Delay (d2), s/veh 1.8 0.5 0.0 0.0 0.3 0.0 3.4 0.0 28.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.1 0.0 0.0 5.1 0.0 6.9 0.0 12.1 LnGrp Delay(d),s/veh 43.6 0.5 0.0 0.0 17.6 0.0 46.3 0.0 75.0 LnGrp LOS D A B D E Approach Vol, veh/h 2654 1035 730 Approach Delay, s/veh 7.2 17.6 57.9 Approach LOS A B E Timer 12345678 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 90.0 23.0 67.0 30.0 Change Period (Y+Rc), s 6.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 84.0 35.0 43.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 15.8 13.4 23.8 Green Ext Time (p_c), s 67.6 1.3 27.5 0.2 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 Dry Creek Corridor Existing conditions PM Peak Hour 627: I-25 @ 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) 598 1277 0 0 2140 840 250 1 150 0 0 0 Future Volume (veh/h) 598 1277 0 0 2140 840 250 1 150 0 0 0 Number 5 2 12 1 6 16 3 8 18 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 616 1316 0 0 2206 0 259 0 155 Adj No. of Lanes 230041201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 220022222 Cap, veh/h 373 3560 0 0 3471 858 739 0 330 Arrive On Green 0.22 1.00 0.00 0.00 0.54 0.00 0.21 0.00 0.21 Sat Flow, veh/h 3442 5253 0 0 6669 1583 3548 0 1583 Grp Volume(v), veh/h 616 1316 0 0 2206 0 259 0 155 Grp Sat Flow(s),veh/h/ln 1721 1695 0 0 1602 1583 1774 0 1583 Q Serve(g_s), s 13.0 0.0 0.0 0.0 28.9 0.0 7.5 0.0 10.3 Cycle Q Clear(g_c), s 13.0 0.0 0.0 0.0 28.9 0.0 7.5 0.0 10.3 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 373 3560 0 0 3471 858 739 0 330 V/C Ratio(X) 1.65 0.37 0.00 0.00 0.64 0.00 0.35 0.00 0.47 Avail Cap(c_a), veh/h 373 3560 0 0 3471 858 739 0 330 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.0 0.0 0.0 0.0 19.2 0.0 40.6 0.0 41.7 Incr Delay (d2), s/veh 300.6 0.2 0.0 0.0 0.9 0.0 1.3 0.0 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.7 0.1 0.0 0.0 12.9 0.0 3.8 0.0 5.0 LnGrp Delay(d),s/veh 347.6 0.2 0.0 0.0 20.1 0.0 41.9 0.0 46.4 LnGrp LOS F A C D D Approach Vol, veh/h 1932 2206 414 Approach Delay, s/veh 110.9 20.1 43.6 Approach LOS F C D Timer 12345678 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 90.0 19.0 71.0 30.0 Change Period (Y+Rc), s 6.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 84.0 13.0 65.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 15.0 30.9 12.3 Green Ext Time (p_c), s 71.3 0.0 32.1 0.5 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 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) 301 2408 40 163 872 20 120 105 45 40 135 135 Future Volume (veh/h) 301 2408 40 163 872 20 120 105 45 40 135 135 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 334 2676 44 181 969 0 133 117 0 44 150 0 Adj No. of Lanes 230230220121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222 Cap, veh/h 407 3163 52 215 2838 0 386 354 0 203 305 137 Arrive On Green 0.12 0.61 0.61 0.13 1.00 0.00 0.05 0.10 0.00 0.03 0.09 0.00 Sat Flow, veh/h 3442 5153 84 3442 5253 0 3442 3632 0 1774 3539 1583 Grp Volume(v), veh/h 334 1757 963 181 969 0 133 117 0 44 150 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1848 1721 1695 0 1721 1770 0 1774 1770 1583 Q Serve(g_s), s 11.4 49.8 50.5 6.2 0.0 0.0 4.2 3.7 0.0 2.7 4.9 0.0 Cycle Q Clear(g_c), s 11.4 49.8 50.5 6.2 0.0 0.0 4.2 3.7 0.0 2.7 4.9 0.0 Prop In Lane 1.00 0.05 1.00 0.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 407 2081 1134 215 2838 0 386 354 0 203 305 137 V/C Ratio(X) 0.82 0.84 0.85 0.84 0.34 0.00 0.34 0.33 0.00 0.22 0.49 0.00 Avail Cap(c_a), veh/h 703 2081 1134 215 2838 0 386 354 0 228 383 172 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 51.7 18.6 18.7 51.9 0.0 0.0 47.1 50.3 0.0 47.9 52.3 0.0 Incr Delay (d2), s/veh 3.1 4.4 8.0 23.7 0.3 0.0 0.4 2.5 0.0 0.4 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 24.5 27.9 3.6 0.1 0.0 2.0 1.9 0.0 1.3 2.4 0.0 LnGrp Delay(d),s/veh 54.8 23.0 26.7 75.6 0.3 0.0 47.5 52.8 0.0 48.2 53.2 0.0 LnGrp LOS D C C E A D D D D Approach Vol, veh/h 3054 1150 250 194 Approach Delay, s/veh 27.6 12.2 50.0 52.1 Approach LOS C B D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 79.7 11.0 16.3 19.7 73.0 9.3 18.0 Change Period (Y+Rc), s 5.5 6.0 5.5 * 6 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 7.5 72.0 5.5 * 13 24.5 55.0 5.5 12.0 Max Q Clear Time (g_c+I1), s 8.2 52.5 6.2 6.9 13.4 2.0 4.7 5.7 Green Ext Time (p_c), s 0.0 19.0 0.0 0.7 0.8 49.4 0.0 0.7 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 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) 325 1360 19 65 2090 70 400 320 210 35 190 488 Future Volume (veh/h) 325 1360 19 65 2090 70 400 320 210 35 190 488 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 353 1478 21 71 2272 0 435 348 0 38 207 0 Adj No. of Lanes 230230220121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 424 3213 46 130 2729 0 401 420 0 136 305 136 Arrive On Green 0.12 0.62 0.62 0.08 1.00 0.00 0.06 0.12 0.00 0.03 0.09 0.00 Sat Flow, veh/h 3442 5166 73 3442 5253 0 3442 3632 0 1774 3539 1583 Grp Volume(v), veh/h 353 970 529 71 2272 0 435 348 0 38 207 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1850 1721 1695 0 1721 1770 0 1774 1770 1583 Q Serve(g_s), s 12.0 18.2 18.2 2.4 0.0 0.0 7.5 11.5 0.0 2.3 6.8 0.0 Cycle Q Clear(g_c), s 12.0 18.2 18.2 2.4 0.0 0.0 7.5 11.5 0.0 2.3 6.8 0.0 Prop In Lane 1.00 0.04 1.00 0.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 424 2108 1150 130 2729 0 401 420 0 136 305 136 V/C Ratio(X) 0.83 0.46 0.46 0.55 0.83 0.00 1.08 0.83 0.00 0.28 0.68 0.00 Avail Cap(c_a), veh/h 645 2108 1150 158 2729 0 401 420 0 164 383 172 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.73 0.73 0.00 1.00 1.00 0.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 51.4 12.0 12.0 54.5 0.0 0.0 51.9 51.7 0.0 48.2 53.2 0.0 Incr Delay (d2), s/veh 4.8 0.7 1.3 1.9 2.3 0.0 69.4 16.9 0.0 0.8 2.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 8.7 9.7 1.2 0.6 0.0 9.9 6.6 0.0 1.2 3.4 0.0 LnGrp Delay(d),s/veh 56.2 12.7 13.3 56.4 2.3 0.0 121.3 68.6 0.0 48.9 55.9 0.0 LnGrp LOS EBBEA FE DE Approach Vol, veh/h 1852 2343 783 245 Approach Delay, s/veh 21.2 4.0 97.9 54.8 Approach LOS C A F D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.0 80.6 13.0 16.3 20.3 70.4 9.1 20.2 Change Period (Y+Rc), s 5.5 6.0 5.5 * 6 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 5.5 72.0 7.5 * 13 22.5 55.0 5.5 14.0 Max Q Clear Time (g_c+I1), s 4.4 20.2 9.5 8.8 14.0 2.0 4.3 13.5 Green Ext Time (p_c), s 0.0 48.4 0.0 0.9 0.7 49.4 0.0 0.2 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 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) 13 2466 14 10 937 10 58 0 22 0 0 10 Future Volume (veh/h) 13 2466 14 10 937 10 58 0 22 0 0 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 0 1863 1863 Adj Flow Rate, veh/h 14 2680 15 11 1018 11 63 0 24 0 0 11 Adj No. of Lanes 131130110011 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222022 Cap, veh/h 103 3563 1105 138 3328 36 316 0 288 0 342 290 Arrive On Green 0.12 1.00 1.00 0.01 0.64 0.64 0.18 0.00 0.18 0.00 0.00 0.18 Sat Flow, veh/h 1774 5085 1578 1774 5187 56 1398 0 1570 0 1863 1583 Grp Volume(v), veh/h 14 2680 15 11 665 364 63 0 24 0 0 11 Grp Sat Flow(s),veh/h/ln 1774 1695 1578 1774 1695 1853 1398 0 1570 0 1863 1583 Q Serve(g_s), s 0.8 0.0 0.0 0.3 10.5 10.5 4.6 0.0 1.5 0.0 0.0 0.7 Cycle Q Clear(g_c), s 0.8 0.0 0.0 0.3 10.5 10.5 4.6 0.0 1.5 0.0 0.0 0.7 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 103 3563 1105 138 2175 1189 316 0 288 0 342 290 V/C Ratio(X) 0.14 0.75 0.01 0.08 0.31 0.31 0.20 0.00 0.08 0.00 0.00 0.04 Avail Cap(c_a), veh/h 118 3563 1105 243 2175 1189 316 0 288 0 342 290 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.37 0.37 0.37 0.92 0.92 0.92 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 50.3 0.0 0.0 8.5 9.6 9.6 41.9 0.0 40.6 0.0 0.0 40.3 Incr Delay (d2), s/veh 0.1 0.6 0.0 0.1 0.3 0.6 1.4 0.0 0.6 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.2 0.0 0.1 5.0 5.6 1.9 0.0 0.7 0.0 0.0 0.3 LnGrp Delay(d),s/veh 50.4 0.6 0.0 8.6 9.9 10.2 43.3 0.0 41.2 0.0 0.0 40.3 LnGrp LOS D AAAABD D D Approach Vol, veh/h 2709 1040 87 11 Approach Delay, s/veh 0.8 10.0 42.7 40.3 Approach LOS A B D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.9 89.1 26.0 12.0 82.0 26.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 * 5 4.0 Max Green Setting (Gmax), s 8.0 77.0 22.0 8.0 * 77 22.0 Max Q Clear Time (g_c+I1), s 2.3 2.0 2.7 2.8 12.5 6.6 Green Ext Time (p_c), s 0.0 56.8 0.1 2.0 9.6 0.1 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 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) 10 1510 65 32 2170 0 44 0 16 0 0 10 Future Volume (veh/h) 10 1510 65 32 2170 0 44 0 16 0 0 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 0 1863 1863 Adj Flow Rate, veh/h 11 1659 71 35 2385 0 48 0 18 0 0 11 Adj No. of Lanes 131130110011 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222022 Cap, veh/h 103 3515 1089 255 3263 0 316 0 288 0 342 290 Arrive On Green 0.12 1.00 1.00 0.02 0.64 0.00 0.18 0.00 0.18 0.00 0.00 0.18 Sat Flow, veh/h 1774 5085 1575 1774 5253 0 1398 0 1570 0 1863 1583 Grp Volume(v), veh/h 11 1659 71 35 2385 0 48 0 18 0 0 11 Grp Sat Flow(s),veh/h/ln 1774 1695 1575 1774 1695 0 1398 0 1570 0 1863 1583 Q Serve(g_s), s 0.7 0.0 0.0 0.9 38.0 0.0 3.5 0.0 1.1 0.0 0.0 0.7 Cycle Q Clear(g_c), s 0.7 0.0 0.0 0.9 38.0 0.0 3.5 0.0 1.1 0.0 0.0 0.7 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 103 3515 1089 255 3263 0 316 0 288 0 342 290 V/C Ratio(X) 0.11 0.47 0.07 0.14 0.73 0.00 0.15 0.00 0.06 0.00 0.00 0.04 Avail Cap(c_a), veh/h 118 3515 1089 343 3263 0 316 0 288 0 342 290 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 0.79 0.79 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 50.2 0.0 0.0 8.6 14.5 0.0 41.4 0.0 40.5 0.0 0.0 40.3 Incr Delay (d2), s/veh 0.1 0.4 0.1 0.1 1.2 0.0 1.0 0.0 0.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.1 0.0 0.4 18.0 0.0 1.4 0.0 0.5 0.0 0.0 0.3 LnGrp Delay(d),s/veh 50.3 0.4 0.1 8.7 15.7 0.0 42.5 0.0 40.9 0.0 0.0 40.3 LnGrp LOS D AAAB D D D Approach Vol, veh/h 1741 2420 66 11 Approach Delay, s/veh 0.7 15.6 42.0 40.3 Approach LOS A B D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 87.9 26.0 12.0 82.0 26.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 * 5 4.0 Max Green Setting (Gmax), s 8.0 77.0 22.0 8.0 * 77 22.0 Max Q Clear Time (g_c+I1), s 2.9 2.0 2.7 2.7 40.0 5.5 Green Ext Time (p_c), s 0.0 25.3 0.1 3.3 28.9 0.1 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 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) 150 1622 716 48 921 13 26 10 14 10 0 10 Future Volume (veh/h) 150 1622 716 48 921 13 26 10 14 10 0 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 155 1672 0 49 949 13 26 12 14 10 0 10 Adj No. of Lanes 130130211110 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 434 2542 0 259 2436 33 828 435 367 89 0 77 Arrive On Green 0.12 1.00 0.00 0.07 0.94 0.94 0.23 0.23 0.23 0.05 0.00 0.05 Sat Flow, veh/h 1774 5253 0 1774 5169 71 3548 1863 1573 1774 0 1536 Grp Volume(v), veh/h 155 1672 0 49 622 340 26 12 14 10 0 10 Grp Sat Flow(s),veh/h/ln 1774 1695 0 1774 1695 1850 1774 1863 1573 1774 0 1536 Q Serve(g_s), s 5.4 0.0 0.0 1.7 2.0 2.0 0.7 0.6 0.8 0.6 0.0 0.7 Cycle Q Clear(g_c), s 5.4 0.0 0.0 1.7 2.0 2.0 0.7 0.6 0.8 0.6 0.0 0.7 Prop In Lane 1.00 0.00 1.00 0.04 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 434 2542 0 259 1597 872 828 435 367 89 0 77 V/C Ratio(X) 0.36 0.66 0.00 0.19 0.39 0.39 0.03 0.03 0.04 0.11 0.00 0.13 Avail Cap(c_a), veh/h 487 2542 0 317 1597 872 828 435 367 89 0 77 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.00 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 0.0 0.0 14.6 1.9 1.9 35.5 35.5 35.6 54.5 0.0 54.5 Incr Delay (d2), s/veh 0.2 0.8 0.0 0.3 0.3 0.6 0.1 0.1 0.2 2.6 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.2 0.0 0.8 0.8 0.9 0.3 0.3 0.4 0.4 0.0 0.4 LnGrp Delay(d),s/veh 13.0 0.8 0.0 14.9 2.2 2.5 35.6 35.6 35.8 57.0 0.0 58.0 LnGrp LOS B A B A A D D D E E Approach Vol, veh/h 1827 1011 52 20 Approach Delay, s/veh 1.9 2.9 35.6 57.5 Approach LOS A A D E Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 66.0 12.0 11.5 62.5 34.0 Change Period (Y+Rc), s 4.0 6.0 6.0 4.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 56.0 6.0 11.0 53.0 28.0 Max Q Clear Time (g_c+I1), s 3.7 2.0 2.7 7.4 4.0 2.8 Green Ext Time (p_c), s 0.0 38.0 0.0 0.1 35.5 0.2 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 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) 13 1409 104 44 1246 10 758 10 60 10 10 66 Future Volume (veh/h) 13 1409 104 44 1246 10 758 10 60 10 10 66 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 14 1532 0 48 1354 11 832 0 65 11 11 72 Adj No. of Lanes 130130301110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 235 2628 0 294 2781 23 1153 0 341 89 10 68 Arrive On Green 0.03 1.00 0.00 0.03 0.53 0.53 0.22 0.00 0.22 0.05 0.05 0.05 Sat Flow, veh/h 1774 5253 0 1774 5203 42 5322 0 1572 1774 208 1364 Grp Volume(v), veh/h 14 1532 0 48 882 483 832 0 65 11 0 83 Grp Sat Flow(s),veh/h/ln 1774 1695 0 1774 1695 1855 1774 0 1572 1774 0 1572 Q Serve(g_s), s 0.4 0.0 0.0 1.5 19.7 19.7 17.4 0.0 4.1 0.7 0.0 6.0 Cycle Q Clear(g_c), s 0.4 0.0 0.0 1.5 19.7 19.7 17.4 0.0 4.1 0.7 0.0 6.0 Prop In Lane 1.00 0.00 1.00 0.02 1.00 1.00 1.00 0.87 Lane Grp Cap(c), veh/h 235 2628 0 294 1812 991 1153 0 341 89 0 79 V/C Ratio(X) 0.06 0.58 0.00 0.16 0.49 0.49 0.72 0.00 0.19 0.12 0.00 1.06 Avail Cap(c_a), veh/h 325 2628 0 353 1812 991 1153 0 341 89 0 79 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.00 0.91 0.91 0.91 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.3 0.0 0.0 12.4 17.6 17.6 43.6 0.0 38.4 54.5 0.0 57.0 Incr Delay (d2), s/veh 0.1 0.8 0.0 0.2 0.4 0.7 3.9 0.0 1.2 2.9 0.0 117.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.0 0.7 9.3 10.3 9.0 0.0 1.9 0.4 0.0 5.2 LnGrp Delay(d),s/veh 14.4 0.8 0.0 12.6 18.0 18.3 47.6 0.0 39.6 57.3 0.0 175.8 LnGrp LOS B A B B B D D E F Approach Vol, veh/h 1546 1413 897 94 Approach Delay, s/veh 1.0 17.9 47.0 161.9 Approach LOS A B D F Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 68.0 12.0 5.9 70.1 32.0 Change Period (Y+Rc), s 4.0 6.0 6.0 4.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 58.0 6.0 8.0 58.0 26.0 Max Q Clear Time (g_c+I1), s 3.5 2.0 8.0 2.4 21.7 19.4 Green Ext Time (p_c), s 0.0 42.8 0.0 0.0 30.2 3.1 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 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) 17 32 10 13 10 11 63 1357 256 74 959 65 Future Volume (veh/h) 17 32 10 13 10 11 63 1357 256 74 959 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 18 34 11 14 11 12 68 1459 275 80 1031 70 Adj No. of Lanes 120111130130 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 114 86 27 103 55 47 487 3257 613 282 3697 251 Arrive On Green 0.01 0.03 0.03 0.01 0.03 0.03 0.02 0.76 0.76 0.05 1.00 1.00 Sat Flow, veh/h 1774 2665 822 1774 1863 1583 1774 4300 809 1774 4864 330 Grp Volume(v), veh/h 18 22 23 14 11 12 68 1150 584 80 718 383 Grp Sat Flow(s),veh/h/ln 1774 1770 1718 1774 1863 1583 1774 1695 1718 1774 1695 1804 Q Serve(g_s), s 1.2 1.5 1.6 0.9 0.7 0.9 1.0 14.9 15.0 1.3 0.0 0.0 Cycle Q Clear(g_c), s 1.2 1.5 1.6 0.9 0.7 0.9 1.0 14.9 15.0 1.3 0.0 0.0 Prop In Lane 1.00 0.48 1.00 1.00 1.00 0.47 1.00 0.18 Lane Grp Cap(c), veh/h 114 57 56 103 55 47 487 2568 1302 282 2577 1371 V/C Ratio(X) 0.16 0.38 0.41 0.14 0.20 0.26 0.14 0.45 0.45 0.28 0.28 0.28 Avail Cap(c_a), veh/h 256 457 444 249 481 409 668 2568 1302 458 2577 1371 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.16 0.16 0.16 0.87 0.87 0.87 Uniform Delay (d), s/veh 55.7 56.9 56.9 55.9 56.8 56.9 3.0 5.3 5.3 4.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 1.6 1.8 0.2 0.6 1.0 0.0 0.1 0.2 0.2 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.7 0.8 0.5 0.4 0.4 0.5 6.9 7.0 0.6 0.1 0.2 LnGrp Delay(d),s/veh 55.9 58.5 58.8 56.1 57.5 58.0 3.0 5.4 5.5 4.3 0.2 0.4 LnGrp LOS EEEEEEAAAAAA Approach Vol, veh/h 63 37 1802 1181 Approach Delay, s/veh 57.8 57.1 5.4 0.6 Approach LOS EEAA Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 96.9 6.1 8.9 7.8 97.2 6.4 8.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 42.0 11.0 31.0 15.0 42.0 11.0 31.0 Max Q Clear Time (g_c+I1), s 3.3 17.0 2.9 3.6 3.0 2.0 3.2 2.9 Green Ext Time (p_c), s 0.1 4.7 0.0 0.1 0.1 4.8 0.0 0.1 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 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) 85 13 29 183 44 90 30 1474 38 14 1088 34 Future Volume (veh/h) 85 13 29 183 44 90 30 1474 38 14 1088 34 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 92 14 32 199 48 98 33 1602 41 15 1183 37 Adj No. of Lanes 120111130130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 213 58 52 293 169 143 387 3371 86 231 3314 104 Arrive On Green 0.06 0.03 0.03 0.12 0.09 0.09 0.02 0.66 0.66 0.02 1.00 1.00 Sat Flow, veh/h 1774 1770 1583 1774 1863 1583 1774 5099 130 1774 5066 158 Grp Volume(v), veh/h 92 14 32 199 48 98 33 1065 578 15 792 428 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1863 1583 1774 1695 1839 1774 1695 1834 Q Serve(g_s), s 5.9 0.9 2.4 12.6 2.9 7.2 0.7 18.6 18.6 0.3 0.0 0.0 Cycle Q Clear(g_c), s 5.9 0.9 2.4 12.6 2.9 7.2 0.7 18.6 18.6 0.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.09 Lane Grp Cap(c), veh/h 213 58 52 293 169 143 387 2241 1216 231 2218 1200 V/C Ratio(X) 0.43 0.24 0.62 0.68 0.28 0.68 0.09 0.48 0.48 0.06 0.36 0.36 Avail Cap(c_a), veh/h 322 457 409 299 481 409 521 2241 1216 376 2218 1200 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75 0.75 0.75 0.75 Uniform Delay (d), s/veh 51.7 56.6 57.3 46.6 50.9 52.9 6.6 10.0 10.1 8.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.8 4.4 4.9 0.3 2.1 0.0 0.5 1.0 0.0 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.5 1.1 6.5 1.5 3.2 0.4 8.7 9.7 0.2 0.1 0.2 LnGrp Delay(d),s/veh 52.2 57.4 61.7 51.4 51.3 55.0 6.6 10.6 11.1 8.2 0.3 0.6 LnGrp LOS D E E D D EABBAAA Approach Vol, veh/h 138 345 1676 1235 Approach Delay, s/veh 54.9 52.4 10.7 0.5 Approach LOS D D B A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.2 85.3 19.6 8.9 7.0 84.5 12.6 15.9 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 42.0 15.0 31.0 11.0 42.0 15.0 31.0 Max Q Clear Time (g_c+I1), s 2.3 20.6 14.6 4.4 2.7 2.0 7.9 9.2 Green Ext Time (p_c), s 0.0 4.5 0.0 0.3 0.0 4.7 0.1 0.3 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 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) 10 5 2 490 25 375 10 656 719 135 603 45 Future Volume (veh/h) 10 5 2 490 25 375 10 656 719 135 603 45 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 11 5 2 521 27 399 11 698 765 144 641 48 Adj No. of Lanes 010210121130 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 71 28 6 866 29 434 458 1885 999 333 2788 207 Arrive On Green 0.16 0.16 0.16 0.10 0.29 0.29 0.01 0.89 0.89 0.05 0.58 0.58 Sat Flow, veh/h 146 176 40 3442 101 1497 1774 3539 1579 1774 4829 359 Grp Volume(v), veh/h 18 0 0 521 0 426 11 698 765 144 449 240 Grp Sat Flow(s),veh/h/ln 362 0 0 1721 0 1599 1774 1770 1579 1774 1695 1798 Q Serve(g_s), s 0.2 0.0 0.0 12.0 0.0 31.0 0.3 3.9 26.4 4.2 7.7 7.8 Cycle Q Clear(g_c), s 15.2 0.0 0.0 12.0 0.0 31.0 0.3 3.9 26.4 4.2 7.7 7.8 Prop In Lane 0.61 0.11 1.00 0.94 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 105 0 0 866 0 464 458 1885 999 333 1957 1038 V/C Ratio(X) 0.17 0.00 0.00 0.60 0.00 0.92 0.02 0.37 0.77 0.43 0.23 0.23 Avail Cap(c_a), veh/h 224 0 0 866 0 626 562 1885 999 418 1957 1038 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.89 0.89 0.89 0.96 0.96 0.96 Uniform Delay (d), s/veh 43.9 0.0 0.0 37.5 0.0 41.2 12.7 3.3 3.1 10.6 12.4 12.4 Incr Delay (d2), s/veh 0.8 0.0 0.0 1.2 0.0 15.4 0.0 0.5 5.0 0.3 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 1.9 0.0 15.6 0.2 1.9 11.4 2.0 3.7 4.0 LnGrp Delay(d),s/veh 44.7 0.0 0.0 38.7 0.0 56.7 12.7 3.8 8.1 10.9 12.6 12.9 LnGrp LOS D D EBAABBB Approach Vol, veh/h 18 947 1474 833 Approach Delay, s/veh 44.7 46.8 6.1 12.4 Approach LOS D D A B Timer 12345678 Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 10.3 69.9 16.0 23.8 4.9 75.3 39.8 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 5.0 Max Green Setting (Gmax), s 12.0 46.0 12.0 31.0 8.0 50.0 47.0 Max Q Clear Time (g_c+I1), s 6.2 28.4 14.0 17.2 2.3 9.8 33.0 Green Ext Time (p_c), s 0.1 3.3 0.0 1.6 0.0 3.5 1.6 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 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) 35 25 5 615 10 310 10 895 744 400 570 10 Future Volume (veh/h) 35 25 5 615 10 310 10 895 744 400 570 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 37 27 5 654 11 330 11 952 791 426 606 11 Adj No. of Lanes 010210121130 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 89 56 8 795 13 404 457 1696 928 422 3110 56 Arrive On Green 0.12 0.12 0.12 0.11 0.26 0.26 0.02 0.96 0.96 0.27 1.00 1.00 Sat Flow, veh/h 352 459 63 3442 51 1540 1774 3539 1578 1774 5143 93 Grp Volume(v), veh/h 69 0 0 654 0 341 11 952 791 426 399 218 Grp Sat Flow(s),veh/h/ln 875 0 0 1721 0 1591 1774 1770 1578 1774 1695 1846 Q Serve(g_s), s 3.8 0.0 0.0 13.0 0.0 24.1 0.4 2.9 57.5 16.0 0.0 0.0 Cycle Q Clear(g_c), s 10.9 0.0 0.0 13.0 0.0 24.1 0.4 2.9 57.5 16.0 0.0 0.0 Prop In Lane 0.54 0.07 1.00 0.97 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 152 0 0 795 0 418 457 1696 928 422 2050 1116 V/C Ratio(X) 0.45 0.00 0.00 0.82 0.00 0.82 0.02 0.56 0.85 1.01 0.19 0.20 Avail Cap(c_a), veh/h 329 0 0 795 0 636 562 1696 928 422 2050 1116 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.87 0.87 0.87 0.96 0.96 0.96 Uniform Delay (d), s/veh 51.5 0.0 0.0 43.3 0.0 41.5 15.8 1.4 2.8 15.2 0.0 0.0 Incr Delay (d2), s/veh 2.1 0.0 0.0 6.9 0.0 4.9 0.0 1.2 8.7 45.6 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 5.2 0.0 11.2 0.2 1.3 28.4 11.5 0.1 0.1 LnGrp Delay(d),s/veh 53.6 0.0 0.0 50.2 0.0 46.4 15.8 2.6 11.5 60.8 0.2 0.4 LnGrp LOS D D D B A B F A A Approach Vol, veh/h 69 995 1754 1043 Approach Delay, s/veh 53.6 48.9 6.7 25.0 Approach LOS D D A C Timer 12345678 Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 20.0 63.5 17.0 19.5 4.9 78.6 36.5 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 5.0 Max Green Setting (Gmax), s 16.0 41.0 13.0 31.0 8.0 49.0 48.0 Max Q Clear Time (g_c+I1), s 18.0 59.5 15.0 12.9 2.4 2.0 26.1 Green Ext Time (p_c), s 0.0 0.0 0.0 1.6 0.0 4.0 1.7 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 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) 32 68 54 77 41 85 113 661 81 230 533 33 Future Volume (veh/h) 32 68 54 77 41 85 113 661 81 230 533 33 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 37 79 63 90 48 99 131 769 94 267 620 38 Adj No. of Lanes 120120130121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222 Cap, veh/h 176 166 120 215 209 185 565 2744 333 576 2220 993 Arrive On Green 0.03 0.09 0.09 0.06 0.12 0.12 0.09 1.00 1.00 0.08 0.63 0.63 Sat Flow, veh/h 1774 1952 1403 1774 1770 1563 1774 4596 558 1774 3539 1583 Grp Volume(v), veh/h 37 71 71 90 48 99 131 566 297 267 620 38 Grp Sat Flow(s),veh/h/ln 1774 1770 1586 1774 1770 1563 1774 1695 1764 1774 1770 1583 Q Serve(g_s), s 2.3 4.6 5.2 5.4 3.0 7.2 3.5 0.0 0.0 6.8 9.5 1.1 Cycle Q Clear(g_c), s 2.3 4.6 5.2 5.4 3.0 7.2 3.5 0.0 0.0 6.8 9.5 1.1 Prop In Lane 1.00 0.89 1.00 1.00 1.00 0.32 1.00 1.00 Lane Grp Cap(c), veh/h 176 151 135 215 209 185 565 2024 1053 576 2220 993 V/C Ratio(X) 0.21 0.47 0.53 0.42 0.23 0.54 0.23 0.28 0.28 0.46 0.28 0.04 Avail Cap(c_a), veh/h 235 354 317 215 354 313 587 2024 1053 692 2220 993 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.73 0.73 0.73 Uniform Delay (d), s/veh 48.5 52.3 52.6 45.7 47.9 49.8 8.1 0.0 0.0 7.3 10.1 8.5 Incr Delay (d2), s/veh 0.2 0.8 1.2 0.5 0.2 0.9 0.1 0.3 0.6 0.2 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.3 2.3 2.7 1.5 3.1 1.7 0.1 0.2 3.3 4.7 0.5 LnGrp Delay(d),s/veh 48.7 53.2 53.8 46.1 48.2 50.7 8.1 0.3 0.6 7.5 10.3 8.6 LnGrp LOS DDDDDDAAAABA Approach Vol, veh/h 179 237 994 925 Approach Delay, s/veh 52.5 48.5 1.5 9.4 Approach LOS D D A A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.1 77.6 12.0 16.2 10.5 81.3 8.0 20.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 17.0 50.0 7.0 24.0 7.0 60.0 7.0 24.0 Max Q Clear Time (g_c+I1), s 8.8 2.0 7.4 7.2 5.5 11.5 4.3 9.2 Green Ext Time (p_c), s 0.3 2.1 0.0 0.5 0.0 2.1 0.0 0.5 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 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) 85 88 78 89 138 261 134 796 118 194 535 39 Future Volume (veh/h) 85 88 78 89 138 261 134 796 118 194 535 39 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 92 96 85 97 150 284 146 865 128 211 582 42 Adj No. of Lanes 120120130121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 178 367 293 338 354 311 486 2165 319 419 1783 795 Arrive On Green 0.05 0.20 0.20 0.06 0.20 0.20 0.08 0.64 0.64 0.08 0.50 0.50 Sat Flow, veh/h 1774 1858 1483 1774 1770 1557 1774 4475 659 1774 3539 1579 Grp Volume(v), veh/h 92 91 90 97 150 284 146 654 339 211 582 42 Grp Sat Flow(s),veh/h/ln 1774 1770 1571 1774 1770 1557 1774 1695 1744 1774 1770 1579 Q Serve(g_s), s 4.9 5.2 5.9 5.2 8.9 21.4 5.0 11.1 11.2 7.1 11.7 1.6 Cycle Q Clear(g_c), s 4.9 5.2 5.9 5.2 8.9 21.4 5.0 11.1 11.2 7.1 11.7 1.6 Prop In Lane 1.00 0.94 1.00 1.00 1.00 0.38 1.00 1.00 Lane Grp Cap(c), veh/h 178 349 310 338 354 311 486 1640 844 419 1783 795 V/C Ratio(X) 0.52 0.26 0.29 0.29 0.42 0.91 0.30 0.40 0.40 0.50 0.33 0.05 Avail Cap(c_a), veh/h 184 398 354 340 398 350 502 1640 844 576 1783 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.74 0.74 0.74 Uniform Delay (d), s/veh 37.4 40.7 41.0 35.4 42.0 47.0 13.9 13.0 13.0 13.9 17.7 15.2 Incr Delay (d2), s/veh 0.9 0.1 0.2 0.2 0.3 24.2 0.1 0.6 1.2 0.3 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.6 2.6 2.5 4.4 11.3 2.4 5.2 5.6 3.4 5.8 0.7 LnGrp Delay(d),s/veh 38.3 40.9 41.2 35.6 42.3 71.2 14.0 13.6 14.2 14.2 18.0 15.3 LnGrp LOS DDDDDEBBBBBB Approach Vol, veh/h 273 531 1139 835 Approach Delay, s/veh 40.1 56.5 13.9 16.9 Approach LOS D E B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 64.1 11.9 29.7 11.9 66.5 11.6 30.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 20.0 44.0 7.0 27.0 8.0 56.0 7.0 27.0 Max Q Clear Time (g_c+I1), s 9.1 13.2 7.2 7.9 7.0 13.7 6.9 23.4 Green Ext Time (p_c), s 0.3 2.3 0.0 1.2 0.0 2.3 0.0 0.6 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 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) 68 1650 248 445 1978 353 209 235 278 86 187 10 Future Volume (veh/h) 68 1650 248 445 1978 353 209 235 278 86 187 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 72 1755 264 473 2104 376 222 250 0 91 199 11 Adj No. of Lanes 131231221220 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 218 2456 762 521 2561 795 273 603 270 137 446 24 Arrive On Green 0.12 0.48 0.48 0.15 0.50 0.50 0.08 0.17 0.00 0.04 0.13 0.13 Sat Flow, veh/h 1774 5085 1578 3442 5085 1579 3442 3539 1583 3442 3408 187 Grp Volume(v), veh/h 72 1755 264 473 2104 376 222 250 0 91 103 107 Grp Sat Flow(s),veh/h/ln 1774 1695 1578 1721 1695 1579 1721 1770 1583 1721 1770 1826 Q Serve(g_s), s 5.0 36.8 14.0 18.3 47.3 20.9 8.6 8.5 0.0 3.5 7.2 7.3 Cycle Q Clear(g_c), s 5.0 36.8 14.0 18.3 47.3 20.9 8.6 8.5 0.0 3.5 7.2 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 218 2456 762 521 2561 795 273 603 270 137 231 239 V/C Ratio(X) 0.33 0.71 0.35 0.91 0.82 0.47 0.81 0.41 0.00 0.66 0.44 0.45 Avail Cap(c_a), veh/h 218 2456 762 561 2561 795 408 603 270 204 231 239 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.1 27.6 21.7 56.4 28.4 21.8 61.1 50.0 0.0 63.9 54.1 54.2 Incr Delay (d2), s/veh 0.3 1.8 1.2 17.2 3.1 2.0 4.2 2.0 0.0 2.0 6.1 6.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 17.6 6.3 9.9 22.8 9.5 4.2 4.3 0.0 1.7 3.9 4.1 LnGrp Delay(d),s/veh 54.4 29.4 22.9 73.5 31.5 23.8 65.4 52.0 0.0 66.0 60.2 60.2 LnGrp LOS D C C E C C E D E E E Approach Vol, veh/h 2091 2953 472 301 Approach Delay, s/veh 29.4 37.2 58.3 61.9 Approach LOS C D E E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.4 71.2 15.7 22.7 22.6 74.0 10.4 28.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 * 6 5.0 5.0 Max Green Setting (Gmax), s 22.0 61.0 16.0 15.0 15.0 * 68 8.0 23.0 Max Q Clear Time (g_c+I1), s 20.3 38.8 10.6 9.3 7.0 49.3 5.5 10.5 Green Ext Time (p_c), s 0.2 16.2 0.2 0.3 6.4 16.1 0.0 0.5 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 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) 73 1927 213 371 1930 142 298 417 368 288 217 24 Future Volume (veh/h) 73 1927 213 371 1930 142 298 417 368 288 217 24 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 78 2072 229 399 2075 153 320 448 0 310 233 26 Adj No. of Lanes 131231221220 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 117 2255 700 433 2524 783 373 655 293 358 581 64 Arrive On Green 0.07 0.44 0.44 0.13 0.50 0.50 0.11 0.19 0.00 0.10 0.18 0.18 Sat Flow, veh/h 1774 5085 1578 3442 5085 1579 3442 3539 1583 3442 3208 354 Grp Volume(v), veh/h 78 2072 229 399 2075 153 320 448 0 310 127 132 Grp Sat Flow(s),veh/h/ln 1774 1695 1578 1721 1695 1579 1721 1770 1583 1721 1770 1792 Q Serve(g_s), s 5.8 51.7 12.8 15.5 46.9 7.3 12.3 15.9 0.0 12.0 8.6 8.8 Cycle Q Clear(g_c), s 5.8 51.7 12.8 15.5 46.9 7.3 12.3 15.9 0.0 12.0 8.6 8.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 117 2255 700 433 2524 783 373 655 293 358 320 324 V/C Ratio(X) 0.67 0.92 0.33 0.92 0.82 0.20 0.86 0.68 0.00 0.86 0.40 0.41 Avail Cap(c_a), veh/h 117 2255 700 433 2524 783 510 655 293 382 320 324 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.6 35.3 24.5 58.3 28.9 19.0 59.2 51.3 0.0 59.5 48.8 48.9 Incr Delay (d2), s/veh 11.4 7.5 1.2 24.4 3.2 0.6 7.7 5.3 0.0 16.5 3.7 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 25.7 5.8 8.8 22.6 3.3 6.3 8.3 0.0 6.5 4.5 4.7 LnGrp Delay(d),s/veh 73.0 42.8 25.7 82.8 32.1 19.5 66.9 56.7 0.0 76.0 52.4 52.6 LnGrp LOS E D C F C B E E E D D Approach Vol, veh/h 2379 2627 768 569 Approach Delay, s/veh 42.1 39.1 60.9 65.3 Approach LOS D D E E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.0 65.9 19.6 29.4 14.9 73.0 19.1 30.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 * 6 5.0 5.0 Max Green Setting (Gmax), s 17.0 57.0 20.0 20.0 7.0 * 67 15.0 25.0 Max Q Clear Time (g_c+I1), s 17.5 53.7 14.3 10.8 7.8 48.9 14.0 17.9 Green Ext Time (p_c), s 0.0 3.1 0.3 0.8 0.0 14.8 0.1 0.8 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 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) 330 1376 172 361 101 44 584 217 110 221 22 v/c Ratio 0.52 0.78 0.87 0.21 0.12 0.12 0.80 0.44 0.59 0.28 0.05 Control Delay 10.7 25.2 89.5 6.4 0.3 27.9 53.6 8.6 42.2 35.7 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 25.2 89.5 6.4 0.3 27.9 53.6 8.6 42.2 35.7 0.6 Queue Length 50th (ft) 78 521 104 21 1 24 228 6 63 77 1 Queue Length 95th (ft) 86 647 #207 27 1 46 262 59 66 105 1 Internal Link Dist (ft) 937 372 1252 480 Turn Bay Length (ft) 180 295 190 165 255 Base Capacity (vph) 642 1760 197 1697 816 431 1238 689 186 1032 549 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.51 0.78 0.87 0.21 0.12 0.10 0.47 0.31 0.59 0.21 0.04 Intersection Summary Description: Centennial # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 163 731 382 1581 315 284 574 291 185 915 269 v/c Ratio 0.89 0.61 1.15 1.19 0.44 1.00 0.55 0.44 0.54 0.97 0.50 Control Delay 72.7 33.3 131.2 140.3 31.5 85.7 38.2 6.8 22.6 58.2 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.7 33.3 131.2 140.3 31.5 85.7 38.2 6.8 22.6 58.2 10.2 Queue Length 50th (ft) 69 257 ~348 ~804 157 170 198 6 53 375 54 Queue Length 95th (ft) #208 356 m#508 #947 m232 #354 260 75 83 #501 46 Internal Link Dist (ft) 937 372 1432 480 Turn Bay Length (ft) 180 295 190 165 255 Base Capacity (vph) 183 1191 331 1329 709 285 1048 658 368 943 534 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.89 0.61 1.15 1.19 0.44 1.00 0.55 0.44 0.50 0.97 0.50 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.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 58 1423 97 761 675 493 16 35 159 130 83 v/c Ratio 0.19 1.00 0.18 1.06 0.29 0.51 0.02 0.06 0.18 0.13 0.13 Control Delay 16.6 53.8 5.4 99.1 38.4 18.0 22.1 31.3 16.5 23.1 23.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 53.8 5.4 99.1 38.4 18.0 22.1 31.3 16.5 23.1 23.2 Queue Length 50th (ft) 14 ~339 2 ~325 161 150 3 20 25 31 33 Queue Length 95th (ft) m32 #491 m18 #410 193 199 10 44 52 51 74 Internal Link Dist (ft) 774 646 460 469 Turn Bay Length (ft) 185 140 265 110 90 Base Capacity (vph) 329 1428 528 715 2293 962 987 543 869 990 641 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.18 1.00 0.18 1.06 0.29 0.51 0.02 0.06 0.18 0.13 0.13 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.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 33 957 67 355 1895 119 203 72 737 419 188 v/c Ratio 0.22 0.48 0.10 1.24 0.81 0.16 0.24 0.13 0.79 0.41 0.35 Control Delay 14.4 17.6 1.0 187.9 18.0 1.8 23.2 32.2 37.2 26.0 30.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.4 17.6 1.0 187.9 18.0 1.8 23.2 32.2 37.2 26.0 30.2 Queue Length 50th (ft) 6 167 0 ~179 210 1 50 41 236 111 96 Queue Length 95th (ft) m14 210 m1 #277 234 m7 75 79 322 150 164 Internal Link Dist (ft) 774 628 430 469 Turn Bay Length (ft) 185 140 265 110 90 Base Capacity (vph) 182 1991 664 286 2326 753 866 543 930 1017 537 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.18 0.48 0.10 1.24 0.81 0.16 0.23 0.13 0.79 0.41 0.35 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.

Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) 1427 169 308 1194 450 837 303 v/c Ratio 0.85 0.31 0.74 0.54 0.56 1.05 0.38 Control Delay 26.2 6.7 55.2 32.6 26.0 77.1 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 6.7 55.2 32.6 26.0 77.1 15.9 Queue Length 50th (ft) 332 46 126 287 255 ~743 104 Queue Length 95th (ft) m343 m56 164 299 358 #980 170 Internal Link Dist (ft) 145 503 127 Turn Bay Length (ft) 235 583 420 Base Capacity (vph) 1681 539 457 2203 798 798 794 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.85 0.31 0.67 0.54 0.56 1.05 0.38 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.

Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) 1689 400 863 1653 99 185 284 v/c Ratio 0.77 0.52 0.84 0.47 0.27 0.51 0.70 Control Delay 41.9 12.2 23.2 13.5 41.6 47.1 40.7 Queue Delay 0.0 0.0 0.0 0.5 0.0 0.0 0.0 Total Delay 41.9 12.2 23.2 14.0 41.6 47.1 40.7 Queue Length 50th (ft) 350 79 273 326 67 133 146 Queue Length 95th (ft) #418 m171 338 370 122 213 247 Internal Link Dist (ft) 163 503 91 Turn Bay Length (ft) 235 583 420 420 Base Capacity (vph) 2201 776 1230 3517 364 364 407 Starvation Cap Reductn 0 0 0 1244 0 0 0 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.77 0.52 0.70 0.73 0.27 0.51 0.70 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.

Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 418 2236 1035 203 217 218 295 v/c Ratio 0.75 0.63 0.33 0.23 0.62 0.62 0.75 Control Delay 35.5 3.9 26.5 10.5 52.0 52.0 44.8 Queue Delay 0.0 0.4 0.0 0.0 0.0 0.0 0.1 Total Delay 35.5 4.2 26.5 10.5 52.0 52.0 45.0 Queue Length 50th (ft) 63 65 129 27 162 163 158 Queue Length 95th (ft) m58 m67 149 68 252 252 #281 Internal Link Dist (ft) 503 100 82 Turn Bay Length (ft) Base Capacity (vph) 1001 3559 3120 875 350 351 394 Starvation Cap Reductn 0 667 00000 Spillback Cap Reductn 0 281 00003 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.42 0.77 0.33 0.23 0.62 0.62 0.75 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.

Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 616 1316 2206 866 129 130 155 v/c Ratio 1.66 0.37 0.64 0.73 0.37 0.37 0.39 Control Delay 329.9 7.7 12.1 1.7 44.3 44.4 21.0 Queue Delay 0.0 0.0 0.4 6.0 0.0 0.0 0.0 Total Delay 329.9 7.7 12.5 7.8 44.3 44.4 21.0 Queue Length 50th (ft) ~335 286 201 20 90 91 42 Queue Length 95th (ft) #451 90 m133 m21 154 155 105 Internal Link Dist (ft) 503 94 131 Turn Bay Length (ft) 583 Base Capacity (vph) 371 3559 3471 1184 350 351 401 Starvation Cap Reductn 0 0 623 263 0 0 0 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 1.66 0.37 0.77 0.94 0.37 0.37 0.39 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.

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 334 2720 181 991 133 167 44 150 150 v/c Ratio 0.71 0.88 0.85 0.37 0.35 0.41 0.23 0.42 0.47 Control Delay 63.9 18.8 78.4 18.8 43.8 40.3 40.7 51.7 8.1 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.9 19.1 78.4 18.8 43.8 40.3 40.7 51.7 8.1 Queue Length 50th (ft) 122 579 76 137 44 47 29 58 0 Queue Length 95th (ft) m158 661 #141 147 73 84 52 71 20 Internal Link Dist (ft) 87 819 89 750 Turn Bay Length (ft) 250 280 150 130 Base Capacity (vph) 700 3088 214 2706 384 410 195 383 329 Starvation Cap Reductn 0 70 0000000 Spillback Cap Reductn 0 13 0000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.48 0.90 0.85 0.37 0.35 0.41 0.23 0.39 0.46 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.

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 353 1499 71 2348 435 576 38 207 530 v/c Ratio 0.72 0.48 0.46 0.92 1.05 0.96 0.29 0.54 1.38 Control Delay 79.0 4.2 57.6 25.0 104.5 73.5 50.4 57.6 206.2 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.0 4.3 57.6 25.0 104.5 73.5 50.4 57.6 206.2 Queue Length 50th (ft) 146 71 29 252 ~191 ~254 23 65 ~324 Queue Length 95th (ft) 194 85 m47 #763 #229 #378 m55 m114 #619 Internal Link Dist (ft) 84 819 95 750 Turn Bay Length (ft) 245 280 150 130 Base Capacity (vph) 643 3139 157 2548 414 597 132 383 385 Starvation Cap Reductn 0 448 0000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.55 0.56 0.45 0.92 1.05 0.96 0.29 0.54 1.38 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.

Lane Group EBL EBT EBR WBL WBT NBL NBT SBR Lane Group Flow (vph) 14 2680 15 11 1029 63 24 11 v/c Ratio 0.19 0.73 0.01 0.08 0.29 0.24 0.06 0.03 Control Delay 45.8 1.5 0.0 5.9 1.7 44.9 0.3 0.2 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.8 1.9 0.0 5.9 1.7 44.9 0.3 0.2 Queue Length 50th (ft) 11 13 0 0 10 42 0 0 Queue Length 95th (ft) m0 19 m0 m2 15 85 0 0 Internal Link Dist (ft) 819 560 338 Turn Bay Length (ft) 145 150 70 Base Capacity (vph) 118 3692 1116 177 3561 258 376 468 Starvation Cap Reductn 0 407 000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.12 0.82 0.01 0.06 0.29 0.24 0.06 0.02 Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal.

Lane Group EBL EBT EBR WBL WBT NBL NBT SBR Lane Group Flow (vph) 11 1659 71 35 2385 48 18 11 v/c Ratio 0.17 0.47 0.07 0.17 0.65 0.19 0.05 0.06 Control Delay 64.7 6.4 0.9 5.2 9.5 43.7 0.2 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay 64.7 6.4 0.9 5.2 9.5 43.7 0.2 0.6 Queue Length 50th (ft) 9 143 0 7 378 32 0 0 Queue Length 95th (ft) m0 m242 m4 m13 331 68 0 0 Internal Link Dist (ft) 819 560 338 Turn Bay Length (ft) 145 150 70 Base Capacity (vph) 118 3526 1067 247 3669 258 397 372 Starvation Cap Reductn 0000202000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.09 0.47 0.07 0.14 0.69 0.19 0.05 0.03 Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal.

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 155 2410 49 962 24 13 14 10 10 v/c Ratio 0.45 0.98 0.31 0.42 0.03 0.03 0.03 0.11 0.02 Control Delay 10.0 24.9 19.3 14.1 35.8 36.0 0.1 57.5 0.1 Queue Delay 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 28.3 19.3 14.1 35.8 36.0 0.1 57.5 0.1 Queue Length 50th (ft) 16 ~106 4 93 78080 Queue Length 95th (ft) m40 #262 32 210 20 27 0 26 0 Internal Link Dist (ft) 560 1105 875 211 Turn Bay Length (ft) 200 130 150 150 50 Base Capacity (vph) 360 2462 182 2308 751 391 459 88 487 Starvation Cap Reductn 0 47 0000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.43 1.00 0.27 0.42 0.03 0.03 0.03 0.11 0.02 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.

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 14 1645 48 1365 560 275 65 11 83 v/c Ratio 0.06 0.64 0.28 0.49 0.80 0.79 0.15 0.12 0.56 Control Delay 2.8 5.4 14.0 10.4 54.5 61.4 1.2 57.8 30.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 5.4 14.0 10.4 54.5 61.4 1.2 57.8 30.9 Queue Length 50th (ft) 1 30 8 93 227 223 0 8 8 Queue Length 95th (ft) m1 41 m30 202 298 #365 4 28 61 Internal Link Dist (ft) 560 1105 253 211 Turn Bay Length (ft) 200 130 150 150 50 Base Capacity (vph) 259 2585 196 2796 697 350 428 88 149 Starvation Cap Reductn 0 10 0000000 Spillback Cap Reductn 0 0 0 29 00000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.05 0.64 0.24 0.49 0.80 0.79 0.15 0.13 0.56 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.

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 18 45 14 11 12 68 1734 80 1101 v/c Ratio 0.15 0.26 0.12 0.12 0.06 0.16 0.45 0.32 0.28 Control Delay 49.4 47.5 48.4 57.5 0.6 4.6 7.5 7.9 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.4 47.5 48.4 57.5 0.6 4.6 7.5 7.9 3.0 Queue Length 50th (ft) 14 13 11 8 0 10 143 3 30 Queue Length 95th (ft) 34 33 29 28 0 m16 m160 m20 85 Internal Link Dist (ft) 753 1464 1105 1236 Turn Bay Length (ft) 140 200 200 190 200 Base Capacity (vph) 197 888 197 481 496 543 3827 365 3912 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.09 0.05 0.07 0.02 0.02 0.13 0.45 0.22 0.28 Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal.

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 92 46 199 48 98 33 1643 15 1220 v/c Ratio 0.45 0.24 0.73 0.33 0.42 0.11 0.48 0.07 0.37 Control Delay 47.1 28.4 58.9 58.2 11.7 3.5 4.1 2.8 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.1 28.4 58.9 58.2 11.7 3.5 4.1 2.8 3.6 Queue Length 50th (ft) 60 5 139 36 0 3 55 1 43 Queue Length 95th (ft) 104 25 #212 75 37 m5 66 m2 m98 Internal Link Dist (ft) 772 1718 1105 1236 Turn Bay Length (ft) 140 200 200 190 200 Base Capacity (vph) 283 842 273 481 496 383 3411 293 3311 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.33 0.05 0.73 0.10 0.20 0.09 0.48 0.05 0.37 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.

Lane Group EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 18 521 426 11 698 765 144 689 v/c Ratio 0.22 0.85 0.86 0.02 0.31 0.54 0.27 0.19 Control Delay 51.0 59.3 36.2 1.3 5.6 4.1 5.6 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 59.3 36.2 1.3 5.6 4.1 5.6 4.7 Queue Length 50th (ft) 12 201 144 1 92 68 21 38 Queue Length 95th (ft) 33 225 241 m1 122 155 36 53 Internal Link Dist (ft) 439 1173 1236 1887 Turn Bay Length (ft) 400 200 205 175 Base Capacity (vph) 260 610 776 568 2220 1422 575 3560 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.07 0.85 0.55 0.02 0.31 0.54 0.25 0.19 Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal.

Lane Group EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 69 654 341 11 952 791 426 617 v/c Ratio 0.59 1.02 0.62 0.02 0.51 0.63 0.93 0.18 Control Delay 69.3 85.2 14.5 3.2 6.8 6.7 49.0 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.3 85.2 14.5 3.2 6.8 6.7 49.0 12.6 Queue Length 50th (ft) 50 245 48 1 84 127 198 81 Queue Length 95th (ft) 96 #303 134 m2 105 560 #432 150 Internal Link Dist (ft) 439 2088 1236 1887 Turn Bay Length (ft) 400 200 205 175 Base Capacity (vph) 316 639 796 525 1857 1261 458 3426 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.22 1.02 0.43 0.02 0.51 0.63 0.93 0.18 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.

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 37 142 90 147 131 863 267 620 38 v/c Ratio 0.18 0.42 0.43 0.31 0.24 0.29 0.56 0.28 0.04 Control Delay 39.1 31.2 45.9 19.2 11.1 19.1 11.2 11.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.1 31.2 45.9 19.2 11.1 19.1 11.2 11.9 0.1 Queue Length 50th (ft) 25 31 62 18 25 131 53 102 0 Queue Length 95th (ft) 44 52 88 41 107 249 127 180 0 Internal Link Dist (ft) 1146 1246 1887 618 Turn Bay Length (ft) 190 100 150 185 Base Capacity (vph) 217 705 212 707 563 2938 549 2198 1028 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.17 0.20 0.42 0.21 0.23 0.29 0.49 0.28 0.04 Intersection Summary Description: Centennial

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 92 181 97 434 146 993 211 582 42 v/c Ratio 0.56 0.39 0.38 0.69 0.27 0.36 0.52 0.28 0.04 Control Delay 48.6 25.9 40.4 22.0 5.6 8.0 12.8 14.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.6 25.9 40.4 22.0 5.6 8.0 12.8 14.5 0.1 Queue Length 50th (ft) 61 37 64 59 11 34 46 104 0 Queue Length 95th (ft) 94 65 99 102 30 177 106 181 0 Internal Link Dist (ft) 1309 1393 1887 618 Turn Bay Length (ft) 190 100 150 185 Base Capacity (vph) 169 799 255 925 562 2778 523 2056 950 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.54 0.23 0.38 0.47 0.26 0.36 0.40 0.28 0.04 Intersection Summary Description: Centennial

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 72 1755 264 473 2104 376 222 250 296 91 210 v/c Ratio 0.42 0.74 0.30 0.89 0.77 0.37 0.70 0.42 0.57 0.51 0.46 Control Delay 64.2 31.9 3.4 76.1 28.0 2.8 71.1 52.4 10.1 72.4 57.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.2 31.9 3.4 76.1 28.0 2.8 71.1 52.4 10.1 72.4 57.7 Queue Length 50th (ft) 59 460 0 210 552 0 98 104 0 40 89 Queue Length 95th (ft) 111 525 49 #292 623 51 139 148 84 70 135 Internal Link Dist (ft) 1723 1813 618 943 Turn Bay Length (ft) 365 330 305 510 130 340 250 Base Capacity (vph) 196 2379 868 559 2749 1012 406 602 515 203 457 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.37 0.74 0.30 0.85 0.77 0.37 0.55 0.42 0.57 0.45 0.46 Intersection Summary Description: CDOT R6 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 78 2072 229 399 2075 153 320 448 396 310 259 v/c Ratio 0.86 0.95 0.29 0.93 0.81 0.18 0.78 0.68 0.83 0.85 0.43 Control Delay 123.9 48.2 5.9 88.0 31.8 3.2 70.7 57.4 37.3 80.9 51.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 123.9 48.2 5.9 88.0 31.8 3.2 70.7 57.4 37.3 80.9 51.8 Queue Length 50th (ft) 69 640 16 180 552 0 142 194 148 139 104 Queue Length 95th (ft) #168 #759 68 #277 619 36 189 255 #316 #209 154 Internal Link Dist (ft) 2285 2639 618 546 Turn Bay Length (ft) 365 330 305 510 130 340 250 Base Capacity (vph) 91 2180 780 432 2549 854 508 655 479 381 600 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.86 0.95 0.29 0.92 0.81 0.18 0.63 0.68 0.83 0.81 0.43 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 SimTraffic Simulation Summary AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Summary of All Intervals

Run Number 12345Avg 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) 45 45 45 45 45 45 Time Recorded (min) 30 30 30 30 30 30 # of Intervals 222222 # of Recorded Intervals 111111 Vehs Entered 6842 6691 7048 6937 6938 6894 Vehs Exited 6690 6495 7005 6710 6847 6748 Starting Vehs 870 811 865 772 848 825 Ending Vehs 1022 1007 908 999 939 968 Travel Distance (mi) 6876 6784 7138 6987 7073 6972 Travel Time (hr) 508.7 500.9 478.1 444.2 490.3 484.4 Total Delay (hr) 305.8 298.5 266.0 236.4 279.0 277.1 Total Stops 14873 13930 15021 14151 14601 14518 Fuel Used (gal) 302.5 299.9 305.9 292.3 303.8 300.9

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 12345Avg Vehs Entered 6842 6691 7048 6937 6938 6894 Vehs Exited 6690 6495 7005 6710 6847 6748 Starting Vehs 870 811 865 772 848 825 Ending Vehs 1022 1007 908 999 939 968 Travel Distance (mi) 6876 6784 7138 6987 7073 6972 Travel Time (hr) 508.7 500.9 478.1 444.2 490.3 484.4 Total Delay (hr) 305.8 298.5 266.0 236.4 279.0 277.1 Total Stops 14873 13930 15021 14151 14601 14518 Fuel Used (gal) 302.5 299.9 305.9 292.3 303.8 300.9

Dry Creek Corridor Existing Conditions SimTraffic Report Page 1 SimTraffic Performance Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 1: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBT WBT NER All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 5.9 2.9 9.2 5.7

30: Inverness Dr W & Dry Creek Rd Performance by movement

Movement EBT EBR WBT All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 25.8 18.7 1.1 18.6

68: Dry Creek Rd & I-25 @ W Ramp Performance by movement

Movement EBT WBT SWR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 24.7 1.8 0.3 12.6

72: 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.9 0.5 0.4 Total Del/Veh (s) 49.4 54.9 25.4 63.3 16.3 7.6 31.5 17.2 2.1 23.9 24.0 12.4

72: Chester St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 0.1 Total Del/Veh (s) 38.9

79: 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) 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 1.3 0.1 0.1 Total Del/Veh (s) 62.2 9.5 9.5 169.1 13.8 8.2 75.1 77.8 16.9 74.2 70.4 2.0

79: 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 SimTraffic Performance Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 84: 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) 0.0 0.0 0.0 0.0 0.0 0.0 2.9 0.2 3.0 0.0 0.0 0.0 Total Del/Veh (s) 20.7 21.4 18.1 46.0 11.2 5.0 34.6 45.2 14.2 45.3 28.6 2.8

84: Yosemite St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) 25.5

598: Havana St & Arapahoe Rd Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 1.4 0.2 1.5 38.8 35.4 35.2 0.0 0.0 0.0 3.7 0.2 0.1 Total Del/Veh (s) 115.7 26.0 8.7 427.4 39.7 13.5 143.5 77.2 7.1 104.9 94.6 79.9

598: Havana St & Arapahoe Rd Performance by movement

Movement All Denied Del/Veh (s) 17.6 Total Del/Veh (s) 74.3

627: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBL EBT WBT WBR NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 47.9 27.1 12.2 0.4 43.6 70.3 28.5

628: I-25 @ W Ramp & Dry Creek Rd Performance by movement

Movement EBT EBR WBL WBT SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 41.6 17.5 29.9 22.4 20.0 12.4 27.3

2930: 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) 4.0 0.1 0.1 3.6 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 45.6 49.3 5.3 46.9 47.8 10.0 13.7 13.6 15.7 19.2 11.6 2.2

2930: 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 SimTraffic Performance Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 3111: Havana St & Easter Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 0.1 0.6 0.3 0.3 0.0 0.0 0.0 0.6 0.0 0.0 Total Del/Veh (s) 57.6 62.7 7.8 53.2 36.7 16.4 9.4 9.1 9.8 16.4 7.0 5.6

3111: Havana St & Easter Ave Performance by movement

Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) 18.7

3599: Inverness Blvd & Dry Creek Rd Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 3.9 0.3 0.1 0.1 Total Del/Veh (s) 109.9 69.2 11.1 53.3 11.1 9.3 48.2 47.4 6.0 52.5

3600: 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.2 4.3 4.4 0.2 0.0 Total Del/Veh (s) 39.8 48.5 63.3 37.2 23.9 16.2 36.6 31.6 5.5 45.0 7.7 43.9

3885: Havana St & Geddes Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 3.9 0.1 0.1 2.7 0.1 0.1 0.1 0.0 0.0 0.1 0.0 0.0 Total Del/Veh (s) 50.9 50.9 6.0 63.5 60.8 8.2 13.4 10.9 14.2 20.3 3.4 3.2

3885: 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) 810.6

Dry Creek Corridor Existing Conditions SimTraffic Report Page 4 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 84 21.4 40.6 0.2 17 15 28.0 24 2.3 11.6 0.1 27 26 2.6 Chester St 72 54.9 70.5 0.2 8 10 41.7 I-25 @ W Ramp 68 22.6 36.7 0.1 13 10 34.0 I-25 @ W Ramp 628 41.6 45.3 0.0 3 3 55.8 I-25 @ E Ramp 627 22.4 33.4 0.1 12 7 46.5 I-25 @ E Ramp 1 6.1 8.5 0.0 14 11 8.8 Inverness Dr W 30 23.1 29.8 0.0 6 4 37.8 Inverness Dr West 79 9.5 11.2 0.0 10 7 14.7 Inverness Blvd 3599 69.1 86.4 0.2 7 6 92.9 Inverness Dr East 3600 48.3 60.3 0.1 7 7 53.1 Total 321.2 434.4 1.1 9 8 416.0

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 20 15.3 17 22.7 18 18.3 17 28 1.9 26 2.4 27 2.2 26 Chester St 8 59.5 8 53.3 6 74.2 10 I-25 @ W Ramp 16 17.0 12 27.5 14 21.0 18 I-25 @ W Ramp 4 36.7 3 48.1 3 40.2 5 I-25 @ E Ramp 16 13.7 15 15.9 14 18.2 14 I-25 @ E Ramp 16 5.1 16 5.5 16 5.4 15 Inverness Dr W 7 18.2 6 21.1 6 20.4 7 Inverness Dr West 11 8.7 13 7.3 10 9.3 11 Inverness Blvd 7 66.4 8 58.9 8 62.8 7 Inverness Dr East 7 50.7 8 43.5 7 49.0 8 Total 10 293.2 10 306.2 9 321.0 11

Dry Creek Corridor Existing Conditions SimTraffic Report Page 5 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 3599 11.3 23.8 0.1 18 16 15.7 Clinton St 79 13.9 30.7 0.2 20 26 7.2 Inverness Dr W 30 1.2 4.1 0.0 28 31 0.8 I-25 @ E Ramp 1 2.9 10.2 0.0 16 19 1.8 I-25 @ E Ramp 627 12.2 14.1 0.0 9 9 11.4 I-25 @ W Ramp 628 31.0 42.4 0.1 9 10 27.8 I-25 @ W Ramp 68 2.2 5.5 0.0 28 28 2.3 Chester St 72 15.1 28.9 0.1 17 21 9.8 24 2.5 19.4 0.2 30 31 1.9 Yosemite St 84 11.2 18.9 0.1 16 13 16.9 Total 103.5 198.0 0.9 17 18 95.6

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 27 3.4 16 15.0 19 10.6 19 Clinton St 19 15.2 17 19.3 23 10.2 18 Inverness Dr W 28 1.1 25 1.5 29 1.0 26 I-25 @ E Ramp 16 3.5 17 2.6 16 3.2 16 I-25 @ E Ramp 7 16.8 10 11.0 9 11.7 10 I-25 @ W Ramp 9 30.7 9 33.2 10 28.7 9 I-25 @ W Ramp 28 2.1 27 2.4 29 2.1 28 Chester St 19 13.3 20 10.6 21 10.2 11 29 2.7 31 2.0 30 2.4 29 Yosemite St 21 7.0 13 17.0 17 10.2 24 Total 18 95.9 16 114.7 18 90.3 16

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 3885 11.0 34.1 0.2 24 26 8.2 Easter Ave 3111 8.7 34.3 0.2 26 28 6.6 Briarwood Ave 2930 16.4 49.1 0.4 27 25 21.4 Arapahoe Rd 598 76.0 87.6 0.1 5 7 54.4 Total 112.2 205.1 1.0 17 19 90.6

Dry Creek Corridor Existing Conditions SimTraffic Report Page 6 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 24 10.3 23 12.4 25 9.8 22 Easter Ave 30 4.9 22 15.1 29 5.0 25 Briarwood Ave 30 11.6 27 17.6 27 15.3 28 Arapahoe Rd 5 82.2 5 77.7 5 76.1 5 Total 17 109.0 16 122.8 18 106.2 16

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 598 94.6 111.9 0.2 6 8 74.8 Costilla Ave 2930 12.0 24.9 0.1 19 25 7.1 Easter Ave 3111 5.9 39.7 0.4 34 34 6.3 Geddes Ave 3885 4.7 29.7 0.2 30 31 4.3 Inverness Dr East 3600 23.9 46.3 0.2 17 16 26.7 Total 141.1 252.6 1.2 17 18 119.2

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 6 101.6 7 86.9 7 90.3 5 Costilla Ave 19 11.1 18 13.1 20 11.2 16 Easter Ave 34 5.2 35 5.5 33 6.0 34 Geddes Ave 29 6.1 31 4.3 30 4.4 30 Inverness Dr East 17 26.0 19 19.9 17 26.3 18 Total 16 150.0 18 129.6 17 138.2 15

Dry Creek Corridor Existing Conditions SimTraffic Report Page 7 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 1: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB WB WB WB NE Directions Served TTTTTTR Maximum Queue (ft) 76 150 146 42 60 10 184 Average Queue (ft) 12 45 128 5 9 1 132 95th Queue (ft) 67 143 177 31 54 11 232 Link Distance (ft) 53 53 53 246 246 246 80 Upstream Blk Time (%) 1 9 58 49 Queuing Penalty (veh) 9 65 446 396 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 TTTTTRTTT Maximum Queue (ft) 143 165 337 363 364 379 4 7 49 Average Queue (ft) 49 65 213 282 345 325 0 0 13 95th Queue (ft) 152 173 391 418 363 460 4 7 43 Link Distance (ft) 246 246 246 246 246 246 39 39 39 Upstream Blk Time (%) 1 0 6 18 57 33 0 0 Queuing Penalty (veh) 4 0 30 92 297 173 0 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Intersection: 68: Dry Creek Rd & I-25 @ W Ramp

Movement EB EB EB Directions Served TTT Maximum Queue (ft) 406 270 300 Average Queue (ft) 234 103 144 95th Queue (ft) 389 250 279 Link Distance (ft) 668 668 668 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 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 LTTTRLLTTTRL Maximum Queue (ft) 210 439 380 405 165 275 285 463 278 241 267 9 Average Queue (ft) 68 337 289 304 94 220 229 147 94 74 93 2 95th Queue (ft) 198 474 423 445 208 318 321 394 213 207 230 11 Link Distance (ft) 771 771 771 668 668 668 668 Upstream Blk Time (%) 00 Queuing Penalty (veh) 00 Storage Bay Dist (ft) 185 140 265 265 110 Storage Blk Time (%) 0 46 47 0 4 9 Queuing Penalty (veh) 0 23 40 0 8 19

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) 28 49 45 29 92 95 96 Average Queue (ft) 5 11 6 2 27 45 34 95th Queue (ft) 21 42 35 17 76 94 82 Link Distance (ft) 423 423 423 472 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 110 90 90 Storage Blk Time (%) 0 0 2 1 Queuing Penalty (veh) 0 0 1 1

Dry Creek Corridor Existing Conditions SimTraffic Report Page 9 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) 100 104 102 117 133 240 243 212 209 233 85 116 Average Queue (ft) 92 94 85 103 107 120 154 62 84 90 34 70 95th Queue (ft) 112 112 130 115 125 241 267 166 191 220 78 128 Link Distance (ft) 39 39 39 39 39 804 804 804 52 52 Upstream Blk Time (%) 66 69 26 44 50 18 47 Queuing Penalty (veh) 363 379 145 244 276 12 32 Storage Bay Dist (ft) 280 280 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) 97 123 129 168 137 Average Queue (ft) 43 50 38 82 60 95th Queue (ft) 89 114 98 145 132 Link Distance (ft) 52 52 714 714 Upstream Blk Time (%) 28 30 Queuing Penalty (veh) 19 21 Storage Bay Dist (ft) 130 Storage Blk Time (%) 3 Queuing Penalty (veh) 1

Dry Creek Corridor Existing Conditions SimTraffic Report Page 10 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) 204 379 366 200 112 134 69 150 254 270 190 151 Average Queue (ft) 122 195 206 101 54 65 21 34 186 179 102 76 95th Queue (ft) 224 363 349 189 123 136 58 110 249 259 213 146 Link Distance (ft) 915 915 367 367 367 1275 1275 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 180 295 190 165 255 Storage Blk Time (%) 0 8 5 7 1 Queuing Penalty (veh) 3 24 2 14 2

Intersection: 84: Yosemite St & Dry Creek Rd

Movement SB SB SB Directions Served TTR Maximum Queue (ft) 118 118 31 Average Queue (ft) 71 64 11 95th Queue (ft) 123 114 32 Link Distance (ft) 453 453 453 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 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 LTTTRLLTTTRL Maximum Queue (ft) 305 512 521 441 315 317 330 1745 1725 1639 292 154 Average Queue (ft) 106 267 259 224 79 301 317 1354 1303 663 69 122 95th Queue (ft) 256 530 511 459 255 343 369 2243 2199 1722 239 179 Link Distance (ft) 1738 1738 1738 1828 1828 1828 Upstream Blk Time (%) 29 7 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 365 330 305 305 510 130 Storage Blk Time (%) 4 3 0 43 74 2 1 0 28 Queuing Penalty (veh) 3 6 0 284 486 7 3 0 29

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) 360 188 208 147 108 164 228 193 Average Queue (ft) 202 116 122 50 34 80 132 91 95th Queue (ft) 363 200 213 135 105 158 215 192 Link Distance (ft) 574 574 574 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 340 250 250 Storage Blk Time (%) 42 0 Queuing Penalty (veh) 43 0

Intersection: 627: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB EB EB WB WB WB NB NB NB Directions Served LL TTTTTTLLTR Maximum Queue (ft) 181 198 373 460 463 96 95 94 132 125 149 Average Queue (ft) 105 123 178 251 293 66 75 57 110 73 122 95th Queue (ft) 195 210 426 517 526 112 116 106 148 132 146 Link Distance (ft) 538 538 538 538 538 53 53 53 43 43 43 Upstream Blk Time (%) 1 1 2 17 21 14 64 37 87 Queuing Penalty (veh) 2 4 10 48 59 39 142 82 193 Storage Bay Dist (ft) Storage Blk Time (%) 17 Queuing Penalty (veh) 40

Dry Creek Corridor Existing Conditions SimTraffic Report Page 12 Queuing and Blocking Report AM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 628: I-25 @ W Ramp & Dry Creek Rd

Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served TTTTRLLTTTLLT Maximum Queue (ft) 91 205 218 217 92 157 170 391 189 190 162 178 Average Queue (ft) 88 198 189 198 57 82 107 254 93 106 154 157 95th Queue (ft) 97 205 229 218 128 147 161 392 178 181 164 171 Link Distance (ft) 92 92 92 538 538 538 538 538 78 78 Upstream Blk Time (%) 25 48 41 43 1 40 45 Queuing Penalty (veh) 0 225 192 204 0 189 215 Storage Bay Dist (ft) 90 235 Storage Blk Time (%) 33 47 43 1 Queuing Penalty (veh) 104 150 65 3

Intersection: 628: I-25 @ 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 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) 60 114 82 108 92 92 115 143 157 271 198 261 Average Queue (ft) 23 43 31 55 29 43 48 73 64 143 97 86 95th Queue (ft) 57 91 68 105 76 81 96 132 138 257 186 215 Link Distance (ft) 1167 1167 1267 1267 1878 1878 1878 574 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 190 100 150 185 Storage Blk Time (%) 4 0 0 1 1 1 Queuing Penalty (veh) 1 0 0 1 3 2

Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave

Movement SB SB Directions Served TR Maximum Queue (ft) 242 31 Average Queue (ft) 89 7 95th Queue (ft) 192 27 Link Distance (ft) 574 574 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) 52 320 342 288 68 205 200 189 112 77 87 83 Average Queue (ft) 21 192 221 142 7 54 64 62 49 28 32 33 95th Queue (ft) 50 295 315 263 52 162 181 157 102 69 82 79 Link Distance (ft) 455 1194 1194 1218 1218 1218 1878 1878 1878 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 400 200 175 Storage Blk Time (%) 0 0 1 Queuing Penalty (veh) 0 0 0

Dry Creek Corridor Existing Conditions SimTraffic Report Page 14 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) 81 822 845 826 312 54 207 208 243 81 68 12 Average Queue (ft) 15 621 697 705 60 6 75 70 78 38 17 3 95th Queue (ft) 58 964 957 936 394 41 207 193 210 85 50 11 Link Distance (ft) 804 804 804 804 526 526 526 340 359 Upstream Blk Time (%) 1 5 6 Queuing Penalty (veh) 7 28 36 Storage Bay Dist (ft) 145 150 70 Storage Blk Time (%) 16 3 8 0 Queuing Penalty (veh) 2 0 2 0

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) 224 571 590 591 115 248 243 251 26 31 46 30 Average Queue (ft) 131 443 543 570 36 139 135 128 5 8 13 8 95th Queue (ft) 265 626 636 594 97 249 232 241 21 30 42 30 Link Distance (ft) 526 526 526 1075 1075 1075 888 888 Upstream Blk Time (%) 2 15 40 Queuing Penalty (veh) 20 123 329 Storage Bay Dist (ft) 200 130 150 150 Storage Blk Time (%) 1 24 11 Queuing Penalty (veh) 4 35 5

Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St

Movement SB SB Directions Served L TR Maximum Queue (ft) 39 34 Average Queue (ft) 10 6 95th Queue (ft) 35 27 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 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) 47 78 31 47 30 34 59 138 202 326 99 91 Average Queue (ft) 11 27 10 16 6 8 28 31 57 107 40 28 95th Queue (ft) 39 66 33 46 26 31 58 110 175 282 86 78 Link Distance (ft) 775 775 1484 1484 1075 1075 1075 1218 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 200 190 200 Storage Blk Time (%) 0 Queuing Penalty (veh) 0

Intersection: 3885: Havana St & Geddes Ave

Movement SB SB Directions Served T TR Maximum Queue (ft) 77 80 Average Queue (ft) 31 30 95th Queue (ft) 72 77 Link Distance (ft) 1218 1218 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 SimTraffic Simulation Summary PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Summary of All Intervals

Run Number 12345Avg 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) 45 45 45 45 45 45 Time Recorded (min) 30 30 30 30 30 30 # of Intervals 222222 # of Recorded Intervals 111111 Vehs Entered 8868 8727 8566 8837 8545 8704 Vehs Exited 8314 8221 8269 8369 8122 8260 Starting Vehs 1181 1235 1191 1149 1239 1185 Ending Vehs 1735 1741 1488 1617 1662 1639 Travel Distance (mi) 10028 9855 9857 9990 9655 9877 Travel Time (hr) 784.4 836.0 762.6 721.2 768.1 774.5 Total Delay (hr) 509.4 566.1 491.8 445.6 502.1 503.0 Total Stops 20275 19824 18702 18724 18720 19246 Fuel Used (gal) 448.1 459.0 438.1 432.0 434.7 442.4

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 12345Avg Vehs Entered 8868 8727 8566 8837 8545 8704 Vehs Exited 8314 8221 8269 8369 8122 8260 Starting Vehs 1181 1235 1191 1149 1239 1185 Ending Vehs 1735 1741 1488 1617 1662 1639 Travel Distance (mi) 10028 9855 9857 9990 9655 9877 Travel Time (hr) 784.4 836.0 762.6 721.2 768.1 774.5 Total Delay (hr) 509.4 566.1 491.8 445.6 502.1 503.0 Total Stops 20275 19824 18702 18724 18720 19246 Fuel Used (gal) 448.1 459.0 438.1 432.0 434.7 442.4

Dry Creek Corridor Existing Conditions SimTraffic Report Page 1 SimTraffic Performance Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 8: Dry Creek Rd & I-25 @ W Ramp Performance by movement

Movement EBT WBT SWR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 61.6 6.0 4.5 31.5

10: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBT WBT NER All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 1.7 8.2 0.9 5.5

16: Dry Creek Rd Performance by movement

Movement EBT EBR WBT All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 20.8 2.2 2.4 9.0

72: 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) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 65.9 75.3 61.6 Total Del/Veh (s) 187.4 102.1 5.7 179.4 84.9 17.9 41.0 32.1 114.5 93.1 79.9 59.8

72: Chester St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 8.9 Total Del/Veh (s) 94.3

79: 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 88.3 3.8 2.0 123.1 30.9 35.9 131.3 94.0 25.5 93.2 104.5 4.6

79: 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 SimTraffic Performance Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 84: 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) 0.0 0.0 0.0 17.8 10.8 10.8 2.5 0.4 2.3 0.0 0.0 0.0 Total Del/Veh (s) 140.6 56.2 41.2 130.7 70.5 17.1 104.7 42.1 14.8 94.9 81.1 13.9

84: Yosemite St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 4.6 Total Del/Veh (s) 67.5

598: Havana St & Arapahoe Rd Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 1.2 0.2 1.2 10.9 10.1 13.8 0.0 0.0 0.0 24.2 22.9 17.1 Total Del/Veh (s) 380.4 29.4 10.4 551.6 39.4 12.6 239.2 112.6 33.4 255.2 147.4 121.1

598: Havana St & Arapahoe Rd Performance by movement

Movement All Denied Del/Veh (s) 6.2 Total Del/Veh (s) 100.1

627: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBL EBT WBT WBR NBL NBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 207.0 7.0 10.3 1.3 43.5 25.1 10.8 30.2

628: Dry Creek Rd & I-25 @ W Ramp Performance by movement

Movement EBT EBR WBL WBT SBL SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 43.5 15.2 15.4 15.0 36.2 21.7 21.3 25.5

2930: 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) 3.3 0.1 0.2 2.7 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 98.4 38.5 11.6 37.5 47.4 100.1 22.4 22.1 14.6 27.9 15.4 2.2

2930: 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 SimTraffic Performance Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 3111: Havana St & Easter Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.2 0.1 0.4 0.2 0.2 0.0 0.0 0.0 1.3 0.1 0.1 Total Del/Veh (s) 49.2 54.8 28.6 63.7 48.7 15.5 7.0 21.7 14.3 53.2 13.2 9.5

3111: Havana St & Easter Ave Performance by movement

Movement All Denied Del/Veh (s) 0.2 Total Del/Veh (s) 30.3

3599: Inverness Blvd & Dry Creek Rd Performance by movement

Movement EBL EBT EBR WBL WBT NBL NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.3 0.1 4.1 0.2 0.1 0.1 Total Del/Veh (s) 64.6 4.8 2.4 27.8 12.1 46.0 12.5 21.4 9.9

3600: 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) 0.0 0.0 0.0 0.0 0.0 0.0 1.9 2.7 4.3 4.2 0.1 0.2 Total Del/Veh (s) 23.4 22.2 20.8 23.3 16.1 21.3 43.9 42.5 16.3 30.2 63.8 21.6

3600: Inverness Dr East & Dry Creek Rd/Havana St Performance by movement

Movement All Denied Del/Veh (s) 0.5 Total Del/Veh (s) 25.0

3885: Havana St & Geddes Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 3.9 0.1 0.1 2.0 0.3 0.1 0.4 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 50.6 53.5 9.0 46.4 51.1 11.7 16.2 13.6 12.5 15.6 4.3 3.7

3885: 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) 956.0

Dry Creek Corridor Existing Conditions SimTraffic Report Page 4 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 84 56.1 74.8 0.2 9 9 54.4 24 18.3 26.5 0.1 12 9 25.6 Chester St 72 102.1 115.6 0.2 5 5 111.8 I-25 @ W Ramp 8 53.9 65.3 0.1 7 8 51.3 628 43.5 47.0 0.0 4 4 40.8 I-25 @ E Ramp 627 8.6 18.7 0.1 21 19 10.9 I-25 @ E Ramp 10 1.8 4.1 0.0 29 31 1.6 16 19.9 25.8 0.0 7 11 9.8 Inverness Dr West 79 3.8 5.4 0.0 21 20 4.0 Inverness Blvd 3599 3.9 19.4 0.2 32 31 4.2 Inverness Dr East 3600 22.2 32.9 0.1 13 11 28.9 Total 334.1 435.5 1.1 9 9 343.3

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 11 42.8 13 34.5 6 107.1 13 22 5.7 18 9.5 5 49.1 27 Chester St 5 104.1 6 82.6 3 169.6 10 I-25 @ W Ramp 7 53.3 7 53.5 7 62.6 8 4 40.6 3 45.9 3 47.7 4 I-25 @ E Ramp 20 10.0 24 6.6 24 6.1 21 I-25 @ E Ramp 27 2.1 24 2.7 35 1.1 31 5 31.7 4 33.9 13 7.9 8 Inverness Dr West 22 3.6 22 3.5 19 4.3 21 Inverness Blvd 32 3.5 32 3.5 31 4.5 32 Inverness Dr East 14 20.1 14 19.7 13 22.3 15 Total 10 317.5 10 295.9 7 482.3 13

Dry Creek Corridor Existing Conditions SimTraffic Report Page 5 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 3599 13.3 23.5 0.1 19 17 14.8 Clinton St 79 31.0 46.0 0.2 13 14 29.4 16 2.7 5.2 0.0 21 22 2.6 I-25 @ E Ramp 10 8.2 14.5 0.0 12 13 7.0 627 10.3 12.1 0.0 10 10 10.0 I-25 @ W Ramp 628 16.7 26.8 0.1 15 15 16.8 I-25 @ W Ramp 8 6.3 9.1 0.0 18 14 9.1 Chester St 72 83.6 95.9 0.1 5 4 111.7 24 92.0 105.9 0.2 5 5 108.4 Yosemite St 84 70.5 87.8 0.1 4 4 74.2 Total 334.6 426.7 0.9 8 7 383.7

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 21 11.1 19 13.5 17 15.8 20 Clinton St 15 27.2 14 29.0 12 35.8 13 23 2.5 20 3.1 20 3.1 23 I-25 @ E Ramp 12 8.2 11 10.1 11 9.0 13 10 10.3 10 10.6 9 11.0 10 I-25 @ W Ramp 17 13.5 18 11.6 17 12.9 10 I-25 @ W Ramp 21 5.1 29 3.0 29 3.0 11 Chester St 5 89.2 8 50.0 8 48.6 4 5 101.3 7 73.8 6 76.6 5 Yosemite St 4 73.2 4 70.5 4 64.4 4 Total 8 341.5 9 275.2 9 280.0 7

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 3885 14.1 31.8 0.2 25 26 12.8 Easter Ave 3111 19.9 39.8 0.2 23 26 15.2 Briarwood Ave 2930 18.8 44.8 0.4 30 23 32.7 Arapahoe Rd 598 108.0 117.0 0.1 4 4 103.8 Total 160.9 233.4 1.0 15 15 164.4

Dry Creek Corridor Existing Conditions SimTraffic Report Page 6 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 24 16.4 26 13.6 26 13.1 25 Easter Ave 21 22.2 20 24.3 24 16.8 22 Briarwood Ave 32 15.3 37 10.6 41 6.8 26 Arapahoe Rd 3 151.2 6 71.6 4 111.6 4 Total 13 205.2 18 120.1 16 148.4 15

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 598 147.4 179.6 0.1 3 2 181.2 Costilla Ave 2930 12.7 24.3 0.1 20 20 12.8 Easter Ave 3111 14.9 38.2 0.4 35 39 11.8 Geddes Ave 3885 6.8 26.1 0.2 34 36 6.4 Inverness Dr East 3600 16.8 36.5 0.2 22 20 21.1 Total 198.6 304.8 1.1 14 12 233.2

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 3 132.6 3 121.4 4 109.2 2 Costilla Ave 20 12.1 20 11.8 22 10.2 17 Easter Ave 34 16.6 33 16.0 36 13.8 34 Geddes Ave 33 8.1 33 7.3 36 6.2 35 Inverness Dr East 25 13.5 24 14.2 21 19.8 23 Total 15 183.0 15 170.7 16 159.2 12

Dry Creek Corridor Existing Conditions SimTraffic Report Page 7 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 8: Dry Creek Rd & I-25 @ W Ramp

Movement EB EB EB WB WB WB SW Directions Served TTTTTTR Maximum Queue (ft) 682 738 698 141 111 107 102 Average Queue (ft) 655 654 356 46 47 33 27 95th Queue (ft) 716 969 739 159 163 135 122 Link Distance (ft) 650 650 650 93 93 93 108 Upstream Blk Time (%) 38 18 5 7 10 9 7 Queuing Penalty (veh) 255 122 32 46 62 54 30 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Intersection: 10: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB WB WB WB WB NE Directions Served TTTTTTTR Maximum Queue (ft) 56 44 21 264 243 204 58 30 Average Queue (ft) 5 3 2 76 64 51 7 2 95th Queue (ft) 45 33 22 215 202 169 73 31 Link Distance (ft) 64 64 64 255 255 255 255 114 Upstream Blk Time (%) 11111100 Queuing Penalty (veh) 443810402 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 TTTTTRTTTT Maximum Queue (ft) 246 214 161 192 221 113 17 76 131 94 Average Queue (ft) 133 132 38 36 45 11 2 12 31 64 95th Queue (ft) 297 276 184 184 202 100 13 54 104 95 Link Distance (ft) 255 255 255 255 255 255 39 39 39 39 Upstream Blk Time (%) 4322200128 Queuing Penalty (veh) 13 11 7660081361 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Dry Creek Corridor Existing Conditions SimTraffic Report Page 8 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 LTTTRTTTLLTT Maximum Queue (ft) 210 764 700 596 141 268 249 82 249 290 796 787 Average Queue (ft) 69 531 351 206 33 104 76 21 185 271 548 530 95th Queue (ft) 215 1011 827 529 108 362 304 164 295 330 936 919 Link Distance (ft) 772 772 772 367 367 367 650 650 Upstream Blk Time (%) 34 3 0 9 2 1 32 28 Queuing Penalty (veh) 115 9 1 30 5 2 182 156 Storage Bay Dist (ft) 185 140 265 265 Storage Blk Time (%) 68 9 0 2 16 37 Queuing Penalty (veh) 21 6 0 13 95 123

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) 781 737 98 108 386 429 482 102 115 495 Average Queue (ft) 507 309 38 59 209 355 384 94 112 361 95th Queue (ft) 930 888 83 108 474 514 583 122 117 594 Link Distance (ft) 650 650 387 387 387 472 Upstream Blk Time (%) 27 21 2 33 36 34 Queuing Penalty (veh) 151 120 7 111 121 0 Storage Bay Dist (ft) 110 110 90 90 Storage Blk Time (%) 0 1 1 40 53 11 Queuing Penalty (veh) 0 1 2 72 94 42

Dry Creek Corridor Existing Conditions SimTraffic Report Page 9 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) 111 111 30 102 104 94 195 426 494 702 136 153 Average Queue (ft) 99 99 8 68 86 44 73 214 249 406 101 137 95th Queue (ft) 114 115 28 115 123 98 159 378 426 644 160 149 Link Distance (ft) 39 39 39 39 39 804 804 804 57 57 Upstream Blk Time (%) 84 85 0 14 20 0 77 95 Queuing Penalty (veh) 286 289 1 49 68 1 180 221 Storage Bay Dist (ft) 280 280 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) 141 152 138 280 241 50 Average Queue (ft) 102 131 48 130 106 3 95th Queue (ft) 165 161 128 245 209 33 Link Distance (ft) 57 57 713 713 713 Upstream Blk Time (%) 60 71 Queuing Penalty (veh) 140 165 Storage Bay Dist (ft) 130 Storage Blk Time (%) 0 20 Queuing Penalty (veh) 0 7

Dry Creek Corridor Existing Conditions SimTraffic Report Page 10 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) 204 555 512 320 449 471 260 800 807 801 214 504 Average Queue (ft) 154 269 250 314 440 443 116 688 702 636 184 298 95th Queue (ft) 243 565 504 348 447 459 226 943 938 1005 254 659 Link Distance (ft) 915 915 367 367 367 772 772 772 1455 Upstream Blk Time (%) 1 1 70 56 1574 Queuing Penalty (veh) 4 3 479 387 4 25 39 20 Storage Bay Dist (ft) 180 295 190 Storage Blk Time (%) 30 12 45 40 34 2 Queuing Penalty (veh) 85 19 331 142 91 4

Intersection: 84: Yosemite St & Dry Creek Rd

Movement NB NB SB SB SB SB Directions Served TRLTTR Maximum Queue (ft) 460 190 280 479 481 297 Average Queue (ft) 264 98 220 412 404 102 95th Queue (ft) 600 192 356 544 544 288 Link Distance (ft) 1455 453 453 453 Upstream Blk Time (%) 17 14 1 Queuing Penalty (veh) 75 63 3 Storage Bay Dist (ft) 165 255 Storage Blk Time (%) 4 1 1 44 Queuing Penalty (veh) 12 3 4 76

Dry Creek Corridor Existing Conditions SimTraffic Report Page 11 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 LTTTRLLTTTRL Maximum Queue (ft) 387 538 530 518 355 317 330 2084 2047 1808 79 155 Average Queue (ft) 242 324 321 279 115 306 324 1370 1331 653 24 136 95th Queue (ft) 436 641 632 566 342 331 335 2525 2488 1953 67 181 Link Distance (ft) 2300 2300 2300 2655 2655 2655 Upstream Blk Time (%) 7 2 1 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 365 330 305 305 510 130 Storage Blk Time (%) 16 7 7 0 66 78 4 0 53 Queuing Penalty (veh) 102 5 15 0 427 501 14 0 80

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) 562 591 530 336 262 275 557 533 Average Queue (ft) 410 354 296 183 232 257 425 282 95th Queue (ft) 727 667 555 373 295 310 704 566 Link Distance (ft) 575 575 575 542 542 Upstream Blk Time (%) 25 10 4 28 3 Queuing Penalty (veh) 95 39 14 0 0 Storage Bay Dist (ft) 340 250 250 Storage Blk Time (%) 70 6 7 13 52 3 Queuing Penalty (veh) 105 21 15 14 56 10

Dry Creek Corridor Existing Conditions SimTraffic Report Page 12 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 627: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served LL TTTTTTTRLLT Maximum Queue (ft) 522 508 263 152 188 64 111 110 116 42 161 116 Average Queue (ft) 410 410 50 40 47 50 102 99 100 5 101 64 95th Queue (ft) 637 613 198 136 158 86 126 123 124 32 164 116 Link Distance (ft) 535 535 535 535 535 64 64 64 64 82 82 Upstream Blk Time (%) 3 2 0 29 28 28 0 20 6 Queuing Penalty (veh) 13 9 0 216 209 206 1 26 8 Storage Bay Dist (ft) 95 Storage Blk Time (%) 0 29 Queuing Penalty (veh) 2 155

Intersection: 627: I-25 @ 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 Queuing and Blocking Report PM Peak Hour Year 2015 Traffic Volumes 1/12/2016 Intersection: 628: Dry Creek Rd & I-25 @ W Ramp

Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served TTTTRLLTTTLLT Maximum Queue (ft) 92 252 246 243 92 186 221 296 270 210 135 109 Average Queue (ft) 87 229 210 227 71 123 137 162 146 96 103 61 95th Queue (ft) 99 242 268 245 132 183 202 286 270 224 144 111 Link Distance (ft) 93 93 93 535 535 535 535 535 53 53 Upstream Blk Time (%) 43 64 40 44 1 36 22 Queuing Penalty (veh) 0 421 267 290 0 65 40 Storage Bay Dist (ft) 90 235 Storage Blk Time (%) 46 63 44 1 Queuing Penalty (veh) 185 253 167 5

Intersection: 628: Dry Creek Rd & I-25 @ W Ramp

Movement SB Directions Served R Maximum Queue (ft) 129 Average Queue (ft) 100 95th 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 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) 180 170 166 125 369 481 127 242 226 305 200 234 Average Queue (ft) 94 56 50 62 136 279 59 114 79 129 85 65 95th Queue (ft) 189 138 122 116 392 715 150 316 215 272 179 180 Link Distance (ft) 1330 1330 1414 1414 1879 1879 1879 575 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 190 100 150 185 Storage Blk Time (%) 4 4 10 0 14 2 1 Queuing Penalty (veh) 2 3 9 0 19 5 2

Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave

Movement SB SB Directions Served TR Maximum Queue (ft) 215 32 Average Queue (ft) 65 6 95th Queue (ft) 171 25 Link Distance (ft) 575 575 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) 120 344 386 208 28 302 328 288 200 449 340 139 Average Queue (ft) 62 234 271 116 4 138 171 127 168 174 94 56 95th Queue (ft) 112 367 405 198 19 268 300 260 236 443 272 119 Link Distance (ft) 455 2109 2109 1218 1218 1218 1879 1879 1879 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 400 200 175 Storage Blk Time (%) 0 1 3 28 0 Queuing Penalty (veh) 1 3 0 54 0

Dry Creek Corridor Existing Conditions SimTraffic Report Page 15 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) 33 45 191 109 28 151 313 296 442 75 43 12 Average Queue (ft) 7 11 39 49 4 27 134 145 205 30 7 3 95th Queue (ft) 29 37 168 104 19 108 279 290 405 74 34 10 Link Distance (ft) 804 804 804 804 526 526 526 340 144 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 145 150 70 Storage Blk Time (%) 0 5 5 Queuing Penalty (veh) 0 2 1

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) 107 317 369 407 70 192 206 273 174 282 282 175 Average Queue (ft) 16 151 194 227 19 102 112 151 135 214 218 74 95th Queue (ft) 77 299 343 401 56 184 201 262 211 293 312 190 Link Distance (ft) 526 526 526 1076 1076 1076 266 266 Upstream Blk Time (%) 47 Queuing Penalty (veh) 00 Storage Bay Dist (ft) 200 130 150 150 Storage Blk Time (%) 4 4 3 20 28 0 Queuing Penalty (veh) 1 2 8 50 17 0

Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St

Movement SB SB Directions Served L TR Maximum Queue (ft) 50 95 Average Queue (ft) 11 44 95th Queue (ft) 39 80 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 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) 139 39 53 191 94 93 59 247 241 295 27 48 Average Queue (ft) 62 16 25 115 43 39 18 71 102 129 6 17 95th Queue (ft) 123 41 55 196 89 77 47 197 237 296 24 47 Link Distance (ft) 794 794 1738 1738 1076 1076 1076 1218 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 200 190 200 Storage Blk Time (%) 2 1 1 Queuing Penalty (veh) 0 1 0

Intersection: 3885: Havana St & Geddes Ave

Movement SB SB Directions Served T TR Maximum Queue (ft) 70 69 Average Queue (ft) 29 30 95th Queue (ft) 62 67 Link Distance (ft) 1218 1218 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 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) 360 1715 130 275 450 160 50 735 355 175 265 25 Future Volume (veh/h) 360 1715 130 275 450 160 50 735 355 175 265 25 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 414 1971 149 316 517 184 57 845 408 201 305 29 Adj No. of Lanes 120121121121 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222 Cap, veh/h 441 1411 105 178 1407 627 401 1011 450 191 1099 489 Arrive On Green 0.18 0.85 0.85 0.07 0.40 0.40 0.03 0.29 0.29 0.12 0.62 0.62 Sat Flow, veh/h 1774 3338 249 1774 3539 1577 1774 3539 1575 1774 3539 1576 Grp Volume(v), veh/h 414 1033 1087 316 517 184 57 845 408 201 305 29 Grp Sat Flow(s),veh/h/ln 1774 1770 1818 1774 1770 1577 1774 1770 1575 1774 1770 1576 Q Serve(g_s), s 11.0 50.7 50.7 8.0 12.4 9.5 2.7 26.9 30.0 7.0 4.7 0.9 Cycle Q Clear(g_c), s 11.0 50.7 50.7 8.0 12.4 9.5 2.7 26.9 30.0 7.0 4.7 0.9 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 441 748 768 178 1407 627 401 1011 450 191 1099 489 V/C Ratio(X) 0.94 1.38 1.42 1.77 0.37 0.29 0.14 0.84 0.91 1.05 0.28 0.06 Avail Cap(c_a), veh/h 441 748 768 178 1407 627 548 1239 551 191 1099 489 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 28.8 9.3 9.3 33.0 25.5 24.7 28.7 40.2 41.3 37.1 16.6 15.8 Incr Delay (d2), s/veh 24.4 178.5 193.4 369.5 0.7 1.2 0.1 3.6 14.9 79.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 59.5 64.3 24.2 6.2 4.4 1.3 13.6 14.9 7.1 2.3 0.4 LnGrp Delay(d),s/veh 53.2 187.8 202.7 402.5 26.2 25.8 28.8 43.8 56.2 116.9 16.6 15.9 LnGrp LOS D F F F CCCDEFBB Approach Vol, veh/h 2534 1017 1310 535 Approach Delay, s/veh 172.2 143.1 47.0 54.3 Approach LOS F F D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 56.7 8.0 43.3 15.0 53.7 11.0 40.3 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 8.0 43.0 14.0 35.0 11.0 40.0 7.0 42.0 Max Q Clear Time (g_c+I1), s 10.0 52.7 4.7 6.7 13.0 14.4 9.0 32.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.6 0.0 4.8 0.0 2.3 Intersection Summary HCM 2010 Ctrl Delay 124.6 HCM 2010 LOS F

Synchro 9 Report Page 1 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) 185 815 170 600 2175 420 375 755 455 245 1205 305 Future Volume (veh/h) 185 815 170 600 2175 420 375 755 455 245 1205 305 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 199 876 183 645 2339 452 403 812 489 263 1296 328 Adj No. of Lanes 120121121121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 178 995 208 292 1327 591 282 1003 446 282 944 420 Arrive On Green 0.13 0.68 0.68 0.10 0.38 0.38 0.13 0.28 0.28 0.14 0.35 0.35 Sat Flow, veh/h 1774 2913 608 1774 3539 1577 1774 3539 1575 1774 3539 1574 Grp Volume(v), veh/h 199 532 527 645 2339 452 403 812 489 263 1296 328 Grp Sat Flow(s),veh/h/ln 1774 1770 1752 1774 1770 1577 1774 1770 1575 1774 1770 1574 Q Serve(g_s), s 8.0 28.6 28.7 12.0 45.0 30.1 15.0 25.6 34.0 13.0 32.0 22.3 Cycle Q Clear(g_c), s 8.0 28.6 28.7 12.0 45.0 30.1 15.0 25.6 34.0 13.0 32.0 22.3 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 605 599 292 1327 591 282 1003 446 282 944 420 V/C Ratio(X) 1.12 0.88 0.88 2.21 1.76 0.76 1.43 0.81 1.10 0.93 1.37 0.78 Avail Cap(c_a), veh/h 178 605 599 292 1327 591 282 1003 446 282 944 420 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 29.1 17.0 17.0 29.1 37.5 32.9 35.4 40.0 43.0 30.5 38.7 35.6 Incr Delay (d2), s/veh 100.9 16.2 16.4 555.5 346.2 9.1 213.0 4.7 71.1 31.7 173.6 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 16.3 16.2 45.0 85.7 14.6 26.0 13.2 23.6 4.8 38.3 10.4 LnGrp Delay(d),s/veh 129.9 33.2 33.4 584.5 383.7 41.9 248.3 44.7 114.1 62.2 212.3 42.7 LnGrp LOS F C C F F D F D F E F D Approach Vol, veh/h 1258 3436 1704 1887 Approach Delay, s/veh 48.6 376.4 112.8 161.9 Approach LOS D F F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 47.0 19.0 38.0 12.0 51.0 17.0 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 12.0 41.0 15.0 32.0 8.0 45.0 13.0 34.0 Max Q Clear Time (g_c+I1), s 14.0 30.7 17.0 34.0 10.0 47.0 15.0 36.0 Green Ext Time (p_c), s 0.0 6.2 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 223.6 HCM 2010 LOS F

Synchro 9 Report Page 1 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) 100 2025 120 1080 860 990 20 70 265 310 125 40 Future Volume (veh/h) 100 2025 120 1080 860 990 20 70 265 310 125 40 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 114 2301 136 1227 977 1125 23 80 301 352 142 45 Adj No. of Lanes 131231212210 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222 Cap, veh/h 221 1398 433 717 2148 665 778 543 809 851 466 148 Arrive On Green 0.06 0.28 0.28 0.21 0.42 0.42 0.01 0.29 0.29 0.07 0.34 0.34 Sat Flow, veh/h 1774 5085 1575 3442 5085 1574 3442 1863 2772 3442 1351 428 Grp Volume(v), veh/h 114 2301 136 1227 977 1125 23 80 301 352 0 187 Grp Sat Flow(s),veh/h/ln 1774 1695 1575 1721 1695 1574 1721 1863 1386 1721 0 1780 Q Serve(g_s), s 5.5 33.0 8.2 25.0 16.5 50.7 0.6 3.8 10.4 8.0 0.0 9.2 Cycle Q Clear(g_c), s 5.5 33.0 8.2 25.0 16.5 50.7 0.6 3.8 10.4 8.0 0.0 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 221 1398 433 717 2148 665 778 543 809 851 0 614 V/C Ratio(X) 0.51 1.65 0.31 1.71 0.45 1.69 0.03 0.15 0.37 0.41 0.00 0.30 Avail Cap(c_a), veh/h 232 1398 433 717 2148 665 961 543 809 851 0 614 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.3 43.5 34.5 47.5 24.8 34.7 29.2 31.5 33.8 26.6 0.0 28.8 Incr Delay (d2), s/veh 0.7 293.7 1.9 326.0 0.7 318.0 0.0 0.6 1.3 0.1 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 53.4 3.8 44.3 7.8 80.6 0.3 2.0 4.1 0.6 0.0 4.7 LnGrp Delay(d),s/veh 29.0 337.2 36.4 373.5 25.5 352.6 29.2 32.0 35.1 26.7 0.0 30.0 LnGrp LOS C F D F C F CCDC C Approach Vol, veh/h 2551 3329 404 539 Approach Delay, s/veh 307.4 264.3 34.1 27.9 Approach LOS F F C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 29.0 39.0 5.6 46.4 11.3 56.7 12.0 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 25.0 33.0 8.0 35.0 8.0 50.0 8.0 35.0 Max Q Clear Time (g_c+I1), s 27.0 35.0 2.6 11.2 7.5 52.7 10.0 12.4 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 0.0 0.0 1.1 Intersection Summary HCM 2010 Ctrl Delay 248.1 HCM 2010 LOS F

Synchro 9 Report Page 1 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) 55 1380 80 610 2830 300 240 150 1220 945 215 125 Future Volume (veh/h) 55 1380 80 610 2830 300 240 150 1220 945 215 125 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 58 1453 84 642 2979 316 253 158 1284 995 226 132 Adj No. of Lanes 131231212210 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222 Cap, veh/h 115 1992 618 287 2258 699 584 543 809 540 328 192 Arrive On Green 0.03 0.39 0.39 0.08 0.44 0.44 0.07 0.29 0.29 0.08 0.30 0.30 Sat Flow, veh/h 1774 5085 1577 3442 5085 1574 3442 1863 2772 3442 1099 642 Grp Volume(v), veh/h 58 1453 84 642 2979 316 253 158 1284 995 0 358 Grp Sat Flow(s),veh/h/ln 1774 1695 1577 1721 1695 1574 1721 1863 1386 1721 0 1740 Q Serve(g_s), s 2.3 29.2 4.1 10.0 53.3 16.8 6.1 7.9 35.0 9.0 0.0 21.8 Cycle Q Clear(g_c), s 2.3 29.2 4.1 10.0 53.3 16.8 6.1 7.9 35.0 9.0 0.0 21.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37 Lane Grp Cap(c), veh/h 115 1992 618 287 2258 699 584 543 809 540 0 520 V/C Ratio(X) 0.50 0.73 0.14 2.24 1.32 0.45 0.43 0.29 1.59 1.84 0.00 0.69 Avail Cap(c_a), veh/h 178 1992 618 287 2258 699 608 543 809 540 0 520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.9 31.1 23.5 55.0 33.4 23.2 28.7 32.9 42.5 37.0 0.0 37.2 Incr Delay (d2), s/veh 1.3 2.4 0.5 568.4 147.0 2.1 0.2 1.2 269.8 387.0 0.0 7.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 14.0 1.9 27.4 55.6 7.7 2.9 4.2 43.7 29.0 0.0 11.5 LnGrp Delay(d),s/veh 31.1 33.5 23.9 623.4 180.4 25.3 28.8 34.1 312.3 424.0 0.0 44.4 LnGrp LOS C C C F F C C C F F D Approach Vol, veh/h 1595 3937 1695 1353 Approach Delay, s/veh 32.9 240.2 244.1 323.6 Approach LOS C F F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 53.0 12.2 40.8 7.7 59.3 13.0 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 10.0 47.0 9.0 35.0 8.0 49.0 9.0 35.0 Max Q Clear Time (g_c+I1), s 12.0 31.2 8.1 23.8 4.3 55.3 11.0 37.0 Green Ext Time (p_c), s 0.0 11.0 0.1 3.6 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 215.6 HCM 2010 LOS F

Synchro 9 Report Page 1 Dry Creek Corridor Future Conditions AM Peak Hour 628: Dry Creek Rd & I-25 @ 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) 0 2230 310 385 1695 00001505 0 494 Future Volume (veh/h) 0 2230 310 385 1695 00001505 0 494 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 1863 1863 Adj Flow Rate, veh/h 0 2506 0 433 1904 0 1691 0 555 Adj No. of Lanes 041230 201 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 022220 222 Cap, veh/h 0 1602 396 459 2204 0 1685 0 752 Arrive On Green 0.00 0.25 0.00 0.13 0.43 0.00 0.47 0.00 0.47 Sat Flow, veh/h 0 6669 1583 3442 5253 0 3548 0 1583 Grp Volume(v), veh/h 0 2506 0 433 1904 0 1691 0 555 Grp Sat Flow(s),veh/h/ln 0 1602 1583 1721 1695 0 1774 0 1583 Q Serve(g_s), s 0.0 30.0 0.0 15.0 40.7 0.0 57.0 0.0 34.0 Cycle Q Clear(g_c), s 0.0 30.0 0.0 15.0 40.7 0.0 57.0 0.0 34.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1602 396 459 2204 0 1685 0 752 V/C Ratio(X) 0.00 1.56 0.00 0.94 0.86 0.00 1.00 0.00 0.74 Avail Cap(c_a), veh/h 0 1602 396 459 2204 0 1685 0 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.62 0.62 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 45.0 0.0 51.6 30.8 0.0 31.5 0.0 25.5 Incr Delay (d2), s/veh 0.0 257.0 0.0 20.4 3.1 0.0 22.7 0.0 6.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 41.8 0.0 8.4 19.7 0.0 33.2 0.0 16.1 LnGrp Delay(d),s/veh 0.0 302.0 0.0 72.0 33.9 0.0 54.2 0.0 31.9 LnGrp LOS F EC F C Approach Vol, veh/h 2506 2337 2246 Approach Delay, s/veh 302.0 40.9 48.7 Approach LOS F D D Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 22.0 36.0 62.0 58.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 30.0 57.0 52.0 Max Q Clear Time (g_c+I1), s 17.0 32.0 59.0 42.7 Green Ext Time (p_c), s 0.0 0.0 0.0 9.3 Intersection Summary HCM 2010 Ctrl Delay 135.7 HCM 2010 LOS F Notes

Synchro 9 Report Page 1 Dry Creek Corridor Future Conditions PM Peak Hour 628: Dry Creek Rd & I-25 @ 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) 0 2675 870 1095 2575 00002550466 Future Volume (veh/h) 0 2675 870 1095 2575 00002550466 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 1863 1863 Adj Flow Rate, veh/h 0 2816 0 1153 2711 0 268 0 491 Adj No. of Lanes 041230 201 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 022220 222 Cap, veh/h 0 1862 460 1208 3517 0 769 0 343 Arrive On Green 0.00 0.29 0.00 0.35 0.69 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 6669 1583 3442 5253 0 3548 0 1583 Grp Volume(v), veh/h 0 2816 0 1153 2711 0 268 0 491 Grp Sat Flow(s),veh/h/ln 0 1602 1583 1721 1695 0 1774 0 1583 Q Serve(g_s), s 0.0 34.9 0.0 39.2 42.2 0.0 7.7 0.0 26.0 Cycle Q Clear(g_c), s 0.0 34.9 0.0 39.2 42.2 0.0 7.7 0.0 26.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1862 460 1208 3517 0 769 0 343 V/C Ratio(X) 0.00 1.51 0.00 0.95 0.77 0.00 0.35 0.00 1.43 Avail Cap(c_a), veh/h 0 1862 460 1233 3517 0 769 0 343 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.28 0.28 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 42.6 0.0 38.0 12.2 0.0 39.8 0.0 47.0 Incr Delay (d2), s/veh 0.0 233.4 0.0 6.0 0.5 0.0 1.2 0.0 210.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 45.6 0.0 19.6 19.7 0.0 3.9 0.0 31.4 LnGrp Delay(d),s/veh 0.0 276.0 0.0 44.0 12.7 0.0 41.1 0.0 257.1 LnGrp LOS F DB D F Approach Vol, veh/h 2816 3864 759 Approach Delay, s/veh 276.0 22.0 180.9 Approach LOS F C F Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 48.1 40.9 31.0 89.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 43.0 34.0 26.0 83.0 Max Q Clear Time (g_c+I1), s 41.2 36.9 28.0 44.2 Green Ext Time (p_c), s 0.9 0.0 0.0 38.6 Intersection Summary HCM 2010 Ctrl Delay 134.4 HCM 2010 LOS F Notes

Synchro 9 Report Page 1 Dry Creek Corridor Future Conditions AM Peak Hour 627: I-25 @ 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) 680 3055 0 0 1280 190 800 0 337 0 0 0 Future Volume (veh/h) 680 3055 0 0 1280 190 800 0 337 0 0 0 Number 5 2 12 1 6 16 3 8 18 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 747 3357 0 0 1407 0 879 0 370 Adj No. of Lanes 230041201 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 220022222 Cap, veh/h 809 3560 0 0 2658 657 739 0 330 Arrive On Green 0.47 1.00 0.00 0.00 0.41 0.00 0.21 0.00 0.21 Sat Flow, veh/h 3442 5253 0 0 6669 1583 3548 0 1583 Grp Volume(v), veh/h 747 3357 0 0 1407 0 879 0 370 Grp Sat Flow(s),veh/h/ln 1721 1695 0 0 1602 1583 1774 0 1583 Q Serve(g_s), s 24.4 0.0 0.0 0.0 19.8 0.0 25.0 0.0 25.0 Cycle Q Clear(g_c), s 24.4 0.0 0.0 0.0 19.8 0.0 25.0 0.0 25.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 809 3560 0 0 2658 657 739 0 330 V/C Ratio(X) 0.92 0.94 0.00 0.00 0.53 0.00 1.19 0.00 1.12 Avail Cap(c_a), veh/h 1004 3560 0 0 2658 657 739 0 330 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.8 0.0 0.0 0.0 26.3 0.0 47.5 0.0 47.5 Incr Delay (d2), s/veh 1.3 0.7 0.0 0.0 0.8 0.0 98.4 0.0 86.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.2 0.0 0.0 8.8 0.0 22.3 0.0 18.8 LnGrp Delay(d),s/veh 32.1 0.7 0.0 0.0 27.1 0.0 145.9 0.0 134.1 LnGrp LOS C A C F F Approach Vol, veh/h 4104 1407 1249 Approach Delay, s/veh 6.4 27.1 142.4 Approach LOS A C F Timer 12345678 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 90.0 34.2 55.8 30.0 Change Period (Y+Rc), s 6.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 84.0 35.0 43.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 26.4 21.8 27.0 Green Ext Time (p_c), s 81.0 1.8 21.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 35.9 HCM 2010 LOS D Notes

Synchro 9 Report Page 1 Dry Creek Corridor Future Conditions PM Peak Hour 627: I-25 @ 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) 1205 1725 0 0 3115 1005 555 0 196 0 0 0 Future Volume (veh/h) 1205 1725 0 0 3115 1005 555 0 196 0 0 0 Number 5 2 12 1 6 16 3 8 18 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 1242 1778 0 0 3211 0 572 0 202 Adj No. of Lanes 230041201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 220022222 Cap, veh/h 373 3560 0 0 3471 858 739 0 330 Arrive On Green 0.22 1.00 0.00 0.00 0.54 0.00 0.21 0.00 0.21 Sat Flow, veh/h 3442 5253 0 0 6669 1583 3548 0 1583 Grp Volume(v), veh/h 1242 1778 0 0 3211 0 572 0 202 Grp Sat Flow(s),veh/h/ln 1721 1695 0 0 1602 1583 1774 0 1583 Q Serve(g_s), s 13.0 0.0 0.0 0.0 55.2 0.0 18.3 0.0 13.9 Cycle Q Clear(g_c), s 13.0 0.0 0.0 0.0 55.2 0.0 18.3 0.0 13.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 373 3560 0 0 3471 858 739 0 330 V/C Ratio(X) 3.33 0.50 0.00 0.00 0.93 0.00 0.77 0.00 0.61 Avail Cap(c_a), veh/h 373 3560 0 0 3471 858 739 0 330 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.0 0.0 0.0 0.0 25.3 0.0 44.8 0.0 43.1 Incr Delay (d2), s/veh 1049.6 0.0 0.0 0.0 5.5 0.0 7.7 0.0 8.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 60.5 0.0 0.0 0.0 25.6 0.0 9.8 0.0 6.8 LnGrp Delay(d),s/veh 1096.6 0.0 0.0 0.0 30.8 0.0 52.6 0.0 51.3 LnGrp LOS F A C D D Approach Vol, veh/h 3020 3211 774 Approach Delay, s/veh 451.0 30.8 52.3 Approach LOS F C D Timer 12345678 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 90.0 19.0 71.0 30.0 Change Period (Y+Rc), s 6.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 84.0 13.0 65.0 25.0 Max Q Clear Time (g_c+I1), s 2.0 15.0 57.2 20.3 Green Ext Time (p_c), s 81.2 0.0 7.7 0.7 Intersection Summary HCM 2010 Ctrl Delay 214.3 HCM 2010 LOS F Notes

Synchro 9 Report Page 1 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) 405 3265 68 375 1080 35 215 240 120 85 290 175 Future Volume (veh/h) 405 3265 68 375 1080 35 215 240 120 85 290 175 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 450 3628 76 417 1200 0 239 267 0 94 322 0 Adj No. of Lanes 230230220121 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222 Cap, veh/h 523 4226 88 215 3737 0 313 378 0 179 378 169 Arrive On Green 0.15 0.82 0.82 0.13 1.00 0.00 0.05 0.11 0.00 0.05 0.11 0.00 Sat Flow, veh/h 3442 5127 107 3442 5253 0 3442 3632 0 1774 3539 1583 Grp Volume(v), veh/h 450 2391 1313 417 1200 0 239 267 0 94 322 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1844 1721 1695 0 1721 1770 0 1774 1770 1583 Q Serve(g_s), s 15.3 50.4 52.2 7.5 0.0 0.0 5.5 8.7 0.0 5.5 10.7 0.0 Cycle Q Clear(g_c), s 15.3 50.4 52.2 7.5 0.0 0.0 5.5 8.7 0.0 5.5 10.7 0.0 Prop In Lane 1.00 0.06 1.00 0.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 523 2794 1520 215 3737 0 313 378 0 179 378 169 V/C Ratio(X) 0.86 0.86 0.86 1.94 0.32 0.00 0.76 0.71 0.00 0.53 0.85 0.00 Avail Cap(c_a), veh/h 703 2794 1520 215 3737 0 313 378 0 179 383 172 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.7 6.3 6.4 52.5 0.0 0.0 49.6 51.8 0.0 46.1 52.7 0.0 Incr Delay (d2), s/veh 7.5 3.6 6.8 437.5 0.2 0.0 10.2 10.6 0.0 2.3 16.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 24.3 28.4 16.6 0.1 0.0 1.8 4.8 0.0 2.9 6.1 0.0 LnGrp Delay(d),s/veh 57.2 9.9 13.2 490.0 0.2 0.0 59.8 62.4 0.0 48.4 68.8 0.0 LnGrp LOS E A B F A E E D E Approach Vol, veh/h 4154 1617 506 416 Approach Delay, s/veh 16.1 126.5 61.2 64.2 Approach LOS B F E E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 105.7 11.0 18.8 23.7 95.0 11.0 18.8 Change Period (Y+Rc), s 5.5 6.0 5.5 * 6 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 7.5 72.0 5.5 * 13 24.5 55.0 5.5 12.0 Max Q Clear Time (g_c+I1), s 9.5 54.2 7.5 12.7 17.3 2.0 7.5 10.7 Green Ext Time (p_c), s 0.0 17.7 0.0 0.1 0.9 52.7 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 49.2 HCM 2010 LOS D Notes

Synchro 9 Report Page 1 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) 390 1785 30 145 2850 115 640 645 455 60 415 630 Future Volume (veh/h) 390 1785 30 145 2850 115 640 645 455 60 415 630 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 424 1940 33 158 3098 0 696 701 0 65 451 0 Adj No. of Lanes 230230220121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 493 4506 77 158 3954 0 335 451 0 137 383 172 Arrive On Green 0.14 0.88 0.88 0.06 1.00 0.00 0.06 0.13 0.00 0.04 0.11 0.00 Sat Flow, veh/h 3442 5150 88 3442 5253 0 3442 3632 0 1774 3539 1583 Grp Volume(v), veh/h 424 1277 696 158 3098 0 696 701 0 65 451 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1847 1721 1695 0 1721 1770 0 1774 1770 1583 Q Serve(g_s), s 14.4 9.1 9.1 5.5 0.0 0.0 7.5 15.3 0.0 3.9 13.0 0.0 Cycle Q Clear(g_c), s 14.4 9.1 9.1 5.5 0.0 0.0 7.5 15.3 0.0 3.9 13.0 0.0 Prop In Lane 1.00 0.05 1.00 0.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 493 2966 1616 158 3954 0 335 451 0 137 383 172 V/C Ratio(X) 0.86 0.43 0.43 1.00 0.78 0.00 2.08 1.55 0.00 0.47 1.18 0.00 Avail Cap(c_a), veh/h 645 2966 1616 158 3954 0 335 451 0 141 383 172 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.28 0.28 0.00 1.00 1.00 0.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 50.2 1.5 1.5 56.3 0.0 0.0 49.2 52.3 0.0 45.5 53.5 0.0 Incr Delay (d2), s/veh 8.3 0.5 0.8 38.4 0.5 0.0 494.8 259.8 0.0 1.8 102.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 4.3 4.8 3.4 0.2 0.0 25.0 23.7 0.0 1.9 11.8 0.0 LnGrp Delay(d),s/veh 58.6 2.0 2.3 94.7 0.5 0.0 544.0 312.1 0.0 47.4 156.2 0.0 LnGrp LOS E A A F A F F D F Approach Vol, veh/h 2397 3256 1397 516 Approach Delay, s/veh 12.1 5.0 427.7 142.5 Approach LOS B A F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 112.0 13.0 19.0 22.7 100.3 10.7 21.3 Change Period (Y+Rc), s 5.5 6.0 5.5 * 6 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 5.5 72.0 7.5 * 13 22.5 55.0 5.5 14.0 Max Q Clear Time (g_c+I1), s 7.5 11.1 9.5 15.0 16.4 2.0 5.9 17.3 Green Ext Time (p_c), s 0.0 60.5 0.0 0.0 0.8 52.7 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 94.7 HCM 2010 LOS F Notes

Synchro 9 Report Page 1 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) 20 3430 20 20 1360 20 110 0 50 0 0 20 Future Volume (veh/h) 20 3430 20 20 1360 20 110 0 50 0 0 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 0 1863 1863 Adj Flow Rate, veh/h 22 3728 22 22 1478 22 120 0 54 0 0 22 Adj No. of Lanes 131130110011 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222022 Cap, veh/h 103 3536 1097 83 3312 49 314 0 288 0 342 290 Arrive On Green 0.12 1.00 1.00 0.01 0.64 0.64 0.18 0.00 0.18 0.00 0.00 0.18 Sat Flow, veh/h 1774 5085 1578 1774 5162 77 1384 0 1570 0 1863 1583 Grp Volume(v), veh/h 22 3728 22 22 971 529 120 0 54 0 0 22 Grp Sat Flow(s),veh/h/ln 1774 1695 1578 1774 1695 1849 1384 0 1570 0 1863 1583 Q Serve(g_s), s 1.3 83.4 0.0 0.6 17.3 17.3 9.3 0.0 3.5 0.0 0.0 1.4 Cycle Q Clear(g_c), s 1.3 83.4 0.0 0.6 17.3 17.3 9.3 0.0 3.5 0.0 0.0 1.4 Prop In Lane 1.00 1.00 1.00 0.04 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 103 3536 1097 83 2175 1186 314 0 288 0 342 290 V/C Ratio(X) 0.21 1.05 0.02 0.26 0.45 0.45 0.38 0.00 0.19 0.00 0.00 0.08 Avail Cap(c_a), veh/h 118 3536 1097 178 2175 1186 314 0 288 0 342 290 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.76 0.76 0.76 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 50.5 0.0 0.0 31.0 10.8 10.8 43.8 0.0 41.4 0.0 0.0 40.6 Incr Delay (d2), s/veh 0.0 25.3 0.0 0.5 0.5 0.9 3.5 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 8.3 0.0 0.5 8.1 9.0 3.9 0.0 1.6 0.0 0.0 0.6 LnGrp Delay(d),s/veh 50.5 25.3 0.0 31.5 11.3 11.7 47.3 0.0 42.9 0.0 0.0 40.6 LnGrp LOS D F A C B B D D D Approach Vol, veh/h 3772 1522 174 22 Approach Delay, s/veh 25.3 11.7 45.9 40.6 Approach LOS C B D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 88.4 26.0 12.0 82.0 26.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 * 5 4.0 Max Green Setting (Gmax), s 8.0 77.0 22.0 8.0 * 77 22.0 Max Q Clear Time (g_c+I1), s 2.6 85.4 3.4 3.3 19.3 11.3 Green Ext Time (p_c), s 0.0 0.0 0.3 1.1 17.4 0.2 Intersection Summary HCM 2010 Ctrl Delay 22.2 HCM 2010 LOS C Notes

Synchro 9 Report Page 1 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) 15 2185 100 55 3030 0 65 0 30 0 0 15 Future Volume (veh/h) 15 2185 100 55 3030 0 65 0 30 0 0 15 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 0 1863 1863 Adj Flow Rate, veh/h 16 2401 110 60 3330 0 71 0 33 0 0 16 Adj No. of Lanes 131130110011 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222022 Cap, veh/h 103 3470 1075 181 3263 0 315 0 288 0 342 290 Arrive On Green 0.12 1.00 1.00 0.03 0.64 0.00 0.18 0.00 0.18 0.00 0.00 0.18 Sat Flow, veh/h 1774 5085 1575 1774 5253 0 1392 0 1570 0 1863 1583 Grp Volume(v), veh/h 16 2401 110 60 3330 0 71 0 33 0 0 16 Grp Sat Flow(s),veh/h/ln 1774 1695 1575 1774 1695 0 1392 0 1570 0 1863 1583 Q Serve(g_s), s 1.0 0.0 0.0 1.6 77.0 0.0 5.3 0.0 2.1 0.0 0.0 1.0 Cycle Q Clear(g_c), s 1.0 0.0 0.0 1.6 77.0 0.0 5.3 0.0 2.1 0.0 0.0 1.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 103 3470 1075 181 3263 0 315 0 288 0 342 290 V/C Ratio(X) 0.15 0.69 0.10 0.33 1.02 0.00 0.23 0.00 0.11 0.00 0.00 0.06 Avail Cap(c_a), veh/h 118 3470 1075 254 3263 0 315 0 288 0 342 290 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 0.41 0.41 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 50.3 0.0 0.0 8.8 21.5 0.0 42.2 0.0 40.9 0.0 0.0 40.4 Incr Delay (d2), s/veh 0.2 0.8 0.1 0.2 15.7 0.0 1.7 0.0 0.8 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.3 0.0 0.8 40.4 0.0 2.2 0.0 1.0 0.0 0.0 0.4 LnGrp Delay(d),s/veh 50.5 0.8 0.1 8.9 37.2 0.0 43.8 0.0 41.7 0.0 0.0 40.5 LnGrp LOS D A A A F D D D Approach Vol, veh/h 2527 3390 104 16 Approach Delay, s/veh 1.1 36.7 43.1 40.5 Approach LOS A D D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 86.9 26.0 12.0 82.0 26.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 * 5 4.0 Max Green Setting (Gmax), s 8.0 77.0 22.0 8.0 * 77 22.0 Max Q Clear Time (g_c+I1), s 3.6 2.0 3.0 3.0 79.0 7.3 Green Ext Time (p_c), s 0.0 50.3 0.2 3.7 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 22.0 HCM 2010 LOS C Notes

Synchro 9 Report Page 1 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) 190 2415 875 105 1350 25 40 15 35 15 0 10 Future Volume (veh/h) 190 2415 875 105 1350 25 40 15 35 15 0 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 196 2490 0 108 1392 26 39 18 36 15 0 10 Adj No. of Lanes 130130211110 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222 Cap, veh/h 349 2467 0 146 2348 44 828 435 367 89 0 77 Arrive On Green 0.15 0.97 0.00 0.10 0.91 0.91 0.23 0.23 0.23 0.05 0.00 0.05 Sat Flow, veh/h 1774 5253 0 1774 5139 96 3548 1863 1573 1774 0 1536 Grp Volume(v), veh/h 196 2490 0 108 918 500 39 18 36 15 0 10 Grp Sat Flow(s),veh/h/ln 1774 1695 0 1774 1695 1845 1774 1863 1573 1774 0 1536 Q Serve(g_s), s 7.1 58.2 0.0 3.9 6.1 6.1 1.0 0.9 2.2 1.0 0.0 0.7 Cycle Q Clear(g_c), s 7.1 58.2 0.0 3.9 6.1 6.1 1.0 0.9 2.2 1.0 0.0 0.7 Prop In Lane 1.00 0.00 1.00 0.05 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 349 2467 0 146 1549 843 828 435 367 89 0 77 V/C Ratio(X) 0.56 1.01 0.00 0.74 0.59 0.59 0.05 0.04 0.10 0.17 0.00 0.13 Avail Cap(c_a), veh/h 376 2467 0 178 1549 843 828 435 367 89 0 77 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.83 0.83 0.83 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.3 1.8 0.0 26.8 3.1 3.1 35.7 35.6 36.1 54.6 0.0 54.5 Incr Delay (d2), s/veh 0.1 7.9 0.0 9.3 0.8 1.4 0.1 0.2 0.5 4.1 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 14.1 0.0 2.3 2.7 3.1 0.5 0.5 1.0 0.6 0.0 0.4 LnGrp Delay(d),s/veh 13.4 9.7 0.0 36.0 3.9 4.5 35.8 35.8 36.6 58.7 0.0 58.0 LnGrp LOS B F D A A D D D E E Approach Vol, veh/h 2686 1526 93 25 Approach Delay, s/veh 10.0 6.4 36.1 58.4 Approach LOS A A D E Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.8 64.2 12.0 13.2 60.8 34.0 Change Period (Y+Rc), s 4.0 6.0 6.0 4.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 56.0 6.0 11.0 53.0 28.0 Max Q Clear Time (g_c+I1), s 5.9 60.2 3.0 9.1 8.1 4.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 42.9 0.4 Intersection Summary HCM 2010 Ctrl Delay 9.6 HCM 2010 LOS A Notes

Synchro 9 Report Page 1 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) 15 2080 120 80 2010 15 990 15 125 20 15 85 Future Volume (veh/h) 15 2080 120 80 2010 15 990 15 125 20 15 85 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 16 2261 0 87 2185 16 1087 0 136 22 16 92 Adj No. of Lanes 130130301110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 180 2597 0 214 2775 20 1153 0 341 89 12 67 Arrive On Green 0.03 1.00 0.00 0.08 1.00 1.00 0.22 0.00 0.22 0.05 0.05 0.05 Sat Flow, veh/h 1774 5253 0 1774 5208 38 5322 0 1572 1774 234 1343 Grp Volume(v), veh/h 16 2261 0 87 1422 779 1087 0 136 22 0 108 Grp Sat Flow(s),veh/h/ln 1774 1695 0 1774 1695 1856 1774 0 1572 1774 0 1577 Q Serve(g_s), s 0.5 0.0 0.0 2.8 0.0 0.0 24.1 0.0 8.9 1.4 0.0 6.0 Cycle Q Clear(g_c), s 0.5 0.0 0.0 2.8 0.0 0.0 24.1 0.0 8.9 1.4 0.0 6.0 Prop In Lane 1.00 0.00 1.00 0.02 1.00 1.00 1.00 0.85 Lane Grp Cap(c), veh/h 180 2597 0 214 1806 989 1153 0 341 89 0 79 V/C Ratio(X) 0.09 0.87 0.00 0.41 0.79 0.79 0.94 0.00 0.40 0.25 0.00 1.37 Avail Cap(c_a), veh/h 268 2597 0 263 1806 989 1153 0 341 89 0 79 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.65 0.65 0.00 0.59 0.59 0.59 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.3 0.0 0.0 12.0 0.0 0.0 46.3 0.0 40.3 54.8 0.0 57.0 Incr Delay (d2), s/veh 0.1 2.9 0.0 0.5 1.6 3.0 15.9 0.0 3.5 6.6 0.0 228.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.7 0.0 1.3 0.4 0.8 13.5 0.0 4.2 0.9 0.0 7.6 LnGrp Delay(d),s/veh 13.4 2.9 0.0 12.5 1.6 3.0 62.1 0.0 43.8 61.4 0.0 285.1 LnGrp LOS B A BAAE DE F Approach Vol, veh/h 2277 2288 1223 130 Approach Delay, s/veh 3.0 2.5 60.1 247.3 Approach LOS A A E F Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 67.3 12.0 6.1 69.9 32.0 Change Period (Y+Rc), s 4.0 6.0 6.0 4.0 6.0 6.0 Max Green Setting (Gmax), s 8.0 58.0 6.0 8.0 58.0 26.0 Max Q Clear Time (g_c+I1), s 4.8 2.0 8.0 2.5 2.0 26.1 Green Ext Time (p_c), s 0.0 54.6 0.0 0.0 54.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 20.0 HCM 2010 LOS B Notes

Synchro 9 Report Page 1 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) 40 105 25 25 30 20 165 1870 430 150 1430 175 Future Volume (veh/h) 40 105 25 25 30 20 165 1870 430 150 1430 175 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 43 113 27 27 32 22 177 2011 462 161 1538 188 Adj No. of Lanes 120111130130 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 155 168 39 116 88 74 338 2928 649 194 3222 393 Arrive On Green 0.03 0.06 0.06 0.02 0.05 0.05 0.05 0.70 0.70 0.09 1.00 1.00 Sat Flow, veh/h 1774 2853 662 1774 1863 1583 1774 4164 923 1774 4592 561 Grp Volume(v), veh/h 43 69 71 27 32 22 177 1624 849 161 1135 591 Grp Sat Flow(s),veh/h/ln 1774 1770 1746 1774 1863 1583 1774 1695 1697 1774 1695 1762 Q Serve(g_s), s 2.8 4.6 4.8 1.7 2.0 1.6 3.4 32.8 35.7 3.2 0.0 0.0 Cycle Q Clear(g_c), s 2.8 4.6 4.8 1.7 2.0 1.6 3.4 32.8 35.7 3.2 0.0 0.0 Prop In Lane 1.00 0.38 1.00 1.00 1.00 0.54 1.00 0.32 Lane Grp Cap(c), veh/h 155 104 103 116 88 74 338 2383 1193 194 2379 1237 V/C Ratio(X) 0.28 0.66 0.69 0.23 0.37 0.30 0.52 0.68 0.71 0.83 0.48 0.48 Avail Cap(c_a), veh/h 263 457 451 246 481 409 478 2383 1193 336 2379 1237 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 0.67 0.67 0.67 Uniform Delay (d), s/veh 52.4 55.3 55.4 53.3 55.4 55.3 4.2 10.2 10.6 24.0 0.0 0.0 Incr Delay (d2), s/veh 0.4 2.7 3.1 0.4 0.9 0.8 0.0 0.1 0.3 2.4 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 2.3 2.4 0.9 1.1 0.7 1.6 15.2 16.6 3.7 0.2 0.3 LnGrp Delay(d),s/veh 52.7 58.0 58.5 53.6 56.4 56.1 4.3 10.3 10.9 26.4 0.5 0.9 LnGrp LOS D E E D EEABBCAA Approach Vol, veh/h 183 81 2650 1887 Approach Delay, s/veh 57.0 55.4 10.1 2.8 Approach LOS EEBA Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.4 90.4 7.2 12.1 10.5 90.2 8.6 10.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 42.0 11.0 31.0 15.0 42.0 11.0 31.0 Max Q Clear Time (g_c+I1), s 5.2 37.7 3.7 6.8 5.4 2.0 4.8 4.0 Green Ext Time (p_c), s 0.2 3.3 0.0 0.3 0.2 10.4 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 9.8 HCM 2010 LOS A

Synchro 9 Report Page 1 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) 215 40 75 335 135 165 70 2085 70 25 1695 80 Future Volume (veh/h) 215 40 75 335 135 165 70 2085 70 25 1695 80 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 234 43 82 364 147 179 76 2266 76 27 1842 87 Adj No. of Lanes 120111130130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 344 236 211 390 248 211 242 2790 93 115 2654 125 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.03 0.55 0.55 0.03 1.00 1.00 Sat Flow, veh/h 1774 1770 1583 1774 1863 1583 1774 5054 169 1774 4976 235 Grp Volume(v), veh/h 234 43 82 364 147 179 76 1517 825 27 1254 675 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1863 1583 1774 1695 1832 1774 1695 1821 Q Serve(g_s), s 13.5 2.6 5.7 15.0 8.9 13.3 2.3 43.5 44.0 0.8 0.0 0.0 Cycle Q Clear(g_c), s 13.5 2.6 5.7 15.0 8.9 13.3 2.3 43.5 44.0 0.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.13 Lane Grp Cap(c), veh/h 344 236 211 390 248 211 242 1872 1012 115 1808 971 V/C Ratio(X) 0.68 0.18 0.39 0.93 0.59 0.85 0.31 0.81 0.82 0.24 0.69 0.70 Avail Cap(c_a), veh/h 344 457 409 390 481 409 345 1872 1012 251 1808 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.26 0.26 0.26 0.09 0.09 0.09 Uniform Delay (d), s/veh 38.5 46.2 47.6 44.2 49.0 50.8 11.8 21.8 21.9 20.9 0.0 0.0 Incr Delay (d2), s/veh 4.5 0.1 0.4 29.0 0.8 3.7 0.1 1.1 2.0 0.0 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 1.3 2.5 7.9 4.6 6.0 1.1 20.5 22.8 0.4 0.1 0.1 LnGrp Delay(d),s/veh 43.0 46.4 48.0 73.1 49.8 54.5 11.8 22.9 23.9 20.9 0.2 0.4 LnGrp LOS D D D E D D B C C C A A Approach Vol, veh/h 359 690 2418 1956 Approach Delay, s/veh 44.5 63.3 22.9 0.5 Approach LOS D E C A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.8 72.2 20.0 21.0 9.0 70.0 20.0 21.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 42.0 15.0 31.0 11.0 42.0 15.0 31.0 Max Q Clear Time (g_c+I1), s 2.8 46.0 17.0 7.7 4.3 2.0 15.5 15.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 10.1 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 21.4 HCM 2010 LOS C

Synchro 9 Report Page 1 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) 10 10 10 920 40 515 15 785 1130 180 825 50 Future Volume (veh/h) 10 10 10 920 40 515 15 785 1130 180 825 50 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 11 11 11 979 43 548 16 835 1202 191 878 53 Adj No. of Lanes 010210121130 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 51 50 30 828 45 572 324 1454 806 260 2352 142 Arrive On Green 0.25 0.25 0.25 0.10 0.39 0.39 0.02 0.69 0.69 0.16 0.96 0.96 Sat Flow, veh/h 42 197 119 3442 116 1484 1774 3539 1578 1774 4904 295 Grp Volume(v), veh/h 33 0 0 979 0 591 16 835 1202 191 606 325 Grp Sat Flow(s),veh/h/ln 358 0 0 1721 0 1601 1774 1770 1578 1774 1695 1809 Q Serve(g_s), s 0.6 0.0 0.0 12.0 0.0 43.2 0.6 14.7 49.3 7.4 1.4 1.4 Cycle Q Clear(g_c), s 27.8 0.0 0.0 12.0 0.0 43.2 0.6 14.7 49.3 7.4 1.4 1.4 Prop In Lane 0.33 0.33 1.00 0.93 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 130 0 0 828 0 616 324 1454 806 260 1626 867 V/C Ratio(X) 0.25 0.00 0.00 1.18 0.00 0.96 0.05 0.57 1.49 0.73 0.37 0.37 Avail Cap(c_a), veh/h 139 0 0 828 0 627 424 1454 806 297 1626 867 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.55 0.55 0.55 0.86 0.86 0.86 Uniform Delay (d), s/veh 36.5 0.0 0.0 37.6 0.0 36.0 20.1 13.4 18.5 19.6 1.3 1.3 Incr Delay (d2), s/veh 1.0 0.0 0.0 94.4 0.0 25.8 0.0 0.9 224.4 5.4 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 18.9 0.0 23.5 0.3 7.1 77.0 3.9 0.6 0.8 LnGrp Delay(d),s/veh 37.5 0.0 0.0 131.9 0.0 61.8 20.2 14.3 242.9 25.1 1.9 2.4 LnGrp LOS D F E C B F C A A Approach Vol, veh/h 33 1570 2053 1122 Approach Delay, s/veh 37.5 105.5 148.2 6.0 Approach LOS D F F A Timer 12345678 Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 13.5 55.3 16.0 35.2 5.2 63.5 51.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 5.0 Max Green Setting (Gmax), s 12.0 46.0 12.0 31.0 8.0 50.0 47.0 Max Q Clear Time (g_c+I1), s 9.4 51.3 14.0 29.8 2.6 3.4 45.2 Green Ext Time (p_c), s 0.1 0.0 0.0 0.4 0.0 6.4 0.6 Intersection Summary HCM 2010 Ctrl Delay 100.0 HCM 2010 LOS F Notes

Synchro 9 Report Page 1 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) 40 40 5 1085 15 430 15 1115 1335 545 710 10 Future Volume (veh/h) 40 40 5 1085 15 430 15 1115 1335 545 710 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 43 43 5 1154 16 457 16 1186 1420 580 755 11 Adj No. of Lanes 010210121130 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 87 76 7 908 19 536 352 1390 791 312 2663 39 Arrive On Green 0.21 0.21 0.21 0.11 0.35 0.35 0.02 0.66 0.66 0.13 0.52 0.52 Sat Flow, veh/h 209 365 33 3442 54 1538 1774 3539 1577 1774 5164 75 Grp Volume(v), veh/h 91 0 0 1154 0 473 16 1186 1420 580 495 271 Grp Sat Flow(s),veh/h/ln 607 0 0 1721 0 1591 1774 1770 1577 1774 1695 1849 Q Serve(g_s), s 5.2 0.0 0.0 13.0 0.0 33.0 0.7 31.4 47.1 16.0 9.9 10.0 Cycle Q Clear(g_c), s 21.2 0.0 0.0 13.0 0.0 33.0 0.7 31.4 47.1 16.0 9.9 10.0 Prop In Lane 0.47 0.05 1.00 0.97 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 170 0 0 908 0 555 352 1390 791 312 1749 954 V/C Ratio(X) 0.54 0.00 0.00 1.27 0.00 0.85 0.05 0.85 1.80 1.86 0.28 0.28 Avail Cap(c_a), veh/h 234 0 0 908 0 637 452 1390 791 312 1749 954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 0.53 0.53 0.53 0.82 0.82 0.82 Uniform Delay (d), s/veh 47.3 0.0 0.0 40.5 0.0 36.2 21.4 17.9 19.8 36.4 16.5 16.5 Incr Delay (d2), s/veh 2.6 0.0 0.0 130.5 0.0 9.7 0.0 3.8 360.5 396.7 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 25.3 0.0 16.0 0.3 15.8 105.5 44.7 4.7 5.3 LnGrp Delay(d),s/veh 49.9 0.0 0.0 171.0 0.0 45.9 21.4 21.7 380.3 433.1 16.8 17.1 LnGrp LOS D F D C C F F B B Approach Vol, veh/h 91 1627 2622 1346 Approach Delay, s/veh 49.9 134.6 215.9 196.3 Approach LOS D F F F Timer 12345678 Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 20.0 53.1 17.0 29.9 5.2 67.9 46.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 5.0 Max Green Setting (Gmax), s 16.0 41.0 13.0 31.0 8.0 49.0 48.0 Max Q Clear Time (g_c+I1), s 18.0 49.1 15.0 23.2 2.7 12.0 35.0 Green Ext Time (p_c), s 0.0 0.0 0.0 1.6 0.0 9.3 2.1 Intersection Summary HCM 2010 Ctrl Delay 185.4 HCM 2010 LOS F Notes

Synchro 9 Report Page 1 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) 60 95 70 90 60 145 150 1010 90 370 915 60 Future Volume (veh/h) 60 95 70 90 60 145 150 1010 90 370 915 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 70 110 81 105 70 169 174 1174 105 430 1064 70 Adj No. of Lanes 120120130121 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222 Cap, veh/h 179 252 171 246 244 216 357 2389 214 455 2033 910 Arrive On Green 0.05 0.13 0.13 0.06 0.14 0.14 0.08 0.67 0.67 0.13 0.57 0.57 Sat Flow, veh/h 1774 2010 1363 1774 1770 1566 1774 4753 425 1774 3539 1583 Grp Volume(v), veh/h 70 96 95 105 70 169 174 837 442 430 1064 70 Grp Sat Flow(s),veh/h/ln 1774 1770 1603 1774 1770 1566 1774 1695 1788 1774 1770 1583 Q Serve(g_s), s 4.1 6.0 6.6 6.2 4.3 12.5 5.8 14.6 14.6 13.5 21.9 2.4 Cycle Q Clear(g_c), s 4.1 6.0 6.6 6.2 4.3 12.5 5.8 14.6 14.6 13.5 21.9 2.4 Prop In Lane 1.00 0.85 1.00 1.00 1.00 0.24 1.00 1.00 Lane Grp Cap(c), veh/h 179 222 201 246 244 216 357 1704 899 455 2033 910 V/C Ratio(X) 0.39 0.43 0.47 0.43 0.29 0.78 0.49 0.49 0.49 0.95 0.52 0.08 Avail Cap(c_a), veh/h 202 354 321 246 354 313 357 1704 899 475 2033 910 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 0.34 0.34 0.34 Uniform Delay (d), s/veh 43.4 48.5 48.8 42.7 46.4 50.0 13.7 12.3 12.3 17.2 15.5 11.4 Incr Delay (d2), s/veh 0.5 0.5 0.6 0.4 0.2 4.4 0.3 0.9 1.7 12.6 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 3.0 3.0 3.0 2.1 5.7 2.8 6.9 7.5 9.0 10.7 1.0 LnGrp Delay(d),s/veh 43.9 49.0 49.4 43.1 46.7 54.4 14.0 13.2 14.0 29.8 15.9 11.4 LnGrp LOS DDDDDDBBBCBB Approach Vol, veh/h 261 344 1453 1564 Approach Delay, s/veh 47.8 49.4 13.5 19.5 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.6 66.3 12.0 21.1 12.0 74.9 10.5 22.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 17.0 50.0 7.0 24.0 7.0 60.0 7.0 24.0 Max Q Clear Time (g_c+I1), s 15.5 16.6 8.2 8.6 7.8 23.9 6.1 14.5 Green Ext Time (p_c), s 0.2 3.9 0.0 0.8 0.0 3.9 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 22.0 HCM 2010 LOS C

Synchro 9 Report Page 1 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) 145 120 100 150 200 415 185 1220 145 290 920 70 Future Volume (veh/h) 145 120 100 150 200 415 185 1220 145 290 920 70 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 158 130 109 163 217 451 201 1326 158 315 1000 76 Adj No. of Lanes 120120130121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 163 426 328 346 398 351 312 1909 228 343 1652 737 Arrive On Green 0.06 0.22 0.22 0.06 0.22 0.22 0.09 0.55 0.55 0.12 0.47 0.47 Sat Flow, veh/h 1774 1892 1458 1774 1770 1560 1774 4605 549 1774 3539 1578 Grp Volume(v), veh/h 158 121 118 163 217 451 201 976 508 315 1000 76 Grp Sat Flow(s),veh/h/ln 1774 1770 1580 1774 1770 1560 1774 1695 1764 1774 1770 1578 Q Serve(g_s), s 7.0 6.8 7.5 7.0 13.0 27.0 8.0 25.1 25.1 11.9 25.2 3.2 Cycle Q Clear(g_c), s 7.0 6.8 7.5 7.0 13.0 27.0 8.0 25.1 25.1 11.9 25.2 3.2 Prop In Lane 1.00 0.92 1.00 1.00 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 163 398 355 346 398 351 312 1406 731 343 1652 737 V/C Ratio(X) 0.97 0.30 0.33 0.47 0.55 1.28 0.64 0.69 0.69 0.92 0.61 0.10 Avail Cap(c_a), veh/h 163 398 355 346 398 351 312 1406 731 428 1652 737 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.66 0.66 0.66 0.31 0.31 0.31 Uniform Delay (d), s/veh 40.0 38.7 38.9 35.5 41.1 46.5 20.4 21.4 21.4 23.8 23.8 17.9 Incr Delay (d2), s/veh 59.9 0.2 0.2 0.4 0.9 148.2 2.3 1.9 3.6 7.7 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 3.3 3.3 1.3 6.4 26.1 4.1 11.9 12.8 11.0 12.3 1.4 LnGrp Delay(d),s/veh 99.9 38.8 39.2 35.9 42.0 194.7 22.7 23.3 25.0 31.4 24.3 18.0 LnGrp LOS F DDDDFCCCCCB Approach Vol, veh/h 397 831 1685 1391 Approach Delay, s/veh 63.2 123.6 23.7 25.6 Approach LOS E F C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.2 55.8 12.0 33.0 13.0 62.0 12.0 33.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 20.0 44.0 7.0 27.0 8.0 56.0 7.0 27.0 Max Q Clear Time (g_c+I1), s 13.9 27.1 9.0 9.5 10.0 27.2 9.0 29.0 Green Ext Time (p_c), s 0.3 4.0 0.0 1.9 0.0 4.3 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 47.3 HCM 2010 LOS D

Synchro 9 Report Page 1 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) 160 2010 445 530 2435 545 355 505 310 125 395 20 Future Volume (veh/h) 160 2010 445 530 2435 545 355 505 310 125 395 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 170 2138 473 564 2590 580 378 537 0 133 420 21 Adj No. of Lanes 131231221220 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222 Cap, veh/h 289 2598 807 561 2561 795 408 603 270 204 381 19 Arrive On Green 0.16 0.51 0.51 0.16 0.50 0.50 0.12 0.17 0.00 0.06 0.11 0.11 Sat Flow, veh/h 1774 5085 1579 3442 5085 1579 3442 3539 1583 3442 3427 171 Grp Volume(v), veh/h 170 2138 473 564 2590 580 378 537 0 133 216 225 Grp Sat Flow(s),veh/h/ln 1774 1695 1579 1721 1695 1579 1721 1770 1583 1721 1770 1828 Q Serve(g_s), s 12.0 47.9 28.2 22.0 68.0 38.9 14.7 20.0 0.0 5.1 15.0 15.0 Cycle Q Clear(g_c), s 12.0 47.9 28.2 22.0 68.0 38.9 14.7 20.0 0.0 5.1 15.0 15.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 289 2598 807 561 2561 795 408 603 270 204 197 203 V/C Ratio(X) 0.59 0.82 0.59 1.01 1.01 0.73 0.93 0.89 0.00 0.65 1.10 1.11 Avail Cap(c_a), veh/h 289 2598 807 561 2561 795 408 603 270 204 197 203 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 27.9 23.0 56.5 33.5 26.3 58.9 54.8 0.0 62.1 60.0 60.0 Incr Delay (d2), s/veh 2.1 3.1 3.1 39.4 20.6 5.8 24.3 16.1 0.0 5.7 93.5 94.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 23.1 12.9 13.5 36.4 18.2 8.4 11.1 0.0 2.6 12.4 12.9 LnGrp Delay(d),s/veh 54.5 30.9 26.2 95.9 54.1 32.1 83.3 70.8 0.0 67.9 153.5 154.5 LnGrp LOS D C C F F C F E E F F Approach Vol, veh/h 2781 3734 915 574 Approach Delay, s/veh 31.6 57.0 76.0 134.0 Approach LOS C E E F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 27.0 75.0 21.0 20.0 28.0 74.0 13.0 28.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 * 6 5.0 5.0 Max Green Setting (Gmax), s 22.0 61.0 16.0 15.0 15.0 * 68 8.0 23.0 Max Q Clear Time (g_c+I1), s 24.0 49.9 16.7 17.0 14.0 70.0 7.1 22.0 Green Ext Time (p_c), s 0.0 10.3 0.0 0.0 0.1 0.0 0.1 0.2 Intersection Summary HCM 2010 Ctrl Delay 55.8 HCM 2010 LOS E Notes

Synchro 9 Report Page 1 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) 155 2300 360 420 2340 205 485 845 405 440 470 55 Future Volume (veh/h) 155 2300 360 420 2340 205 485 845 405 440 470 55 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 167 2473 387 452 2516 220 522 909 0 473 505 59 Adj No. of Lanes 131231221220 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222 Cap, veh/h 526 3428 1065 433 2524 783 510 655 293 382 472 55 Arrive On Green 0.30 0.67 0.67 0.13 0.50 0.50 0.15 0.19 0.00 0.11 0.15 0.15 Sat Flow, veh/h 1774 5085 1580 3442 5085 1579 3442 3539 1583 3442 3185 371 Grp Volume(v), veh/h 167 2473 387 452 2516 220 522 909 0 473 280 284 Grp Sat Flow(s),veh/h/ln 1774 1695 1580 1721 1695 1579 1721 1770 1583 1721 1770 1786 Q Serve(g_s), s 9.9 41.7 14.3 17.0 66.6 11.0 20.0 25.0 0.0 15.0 20.0 20.0 Cycle Q Clear(g_c), s 9.9 41.7 14.3 17.0 66.6 11.0 20.0 25.0 0.0 15.0 20.0 20.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.21 Lane Grp Cap(c), veh/h 526 3428 1065 433 2524 783 510 655 293 382 262 265 V/C Ratio(X) 0.32 0.72 0.36 1.04 1.00 0.28 1.02 1.39 0.00 1.24 1.07 1.07 Avail Cap(c_a), veh/h 526 3428 1065 433 2524 783 510 655 293 382 262 265 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.63 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.9 14.0 9.5 59.0 33.9 19.9 57.5 55.0 0.0 60.0 57.5 57.5 Incr Delay (d2), s/veh 0.1 1.3 1.0 54.9 17.2 0.9 37.8 180.1 0.0 127.2 74.3 76.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 19.7 6.4 11.4 35.0 5.0 12.2 28.6 0.0 13.9 15.2 15.5 LnGrp Delay(d),s/veh 37.0 15.3 10.5 113.9 51.1 20.8 95.3 235.1 0.0 187.2 131.8 134.0 LnGrp LOS D B B F D C F F F F F Approach Vol, veh/h 3027 3188 1431 1037 Approach Delay, s/veh 15.9 57.9 184.1 157.7 Approach LOS B E F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.0 98.0 25.0 25.0 47.0 73.0 20.0 30.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 * 6 5.0 5.0 Max Green Setting (Gmax), s 17.0 57.0 20.0 20.0 7.0 * 67 15.0 25.0 Max Q Clear Time (g_c+I1), s 19.0 43.7 22.0 22.0 11.9 68.6 17.0 27.0 Green Ext Time (p_c), s 0.0 12.6 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 76.0 HCM 2010 LOS E Notes

Synchro 9 Report Page 1 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) 414 2120 316 517 184 57 845 408 201 305 29 v/c Ratio 0.89 1.43 1.73 0.37 0.25 0.14 0.84 0.71 1.17 0.29 0.05 Control Delay 42.8 224.3 381.0 8.5 0.8 22.0 48.2 28.9 151.4 30.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.8 224.3 381.0 8.5 0.8 22.0 48.2 28.9 151.4 30.3 0.5 Queue Length 50th (ft) 191 ~1194 ~319 33 1 27 323 170 ~130 98 0 Queue Length 95th (ft) #400 #1357 #497 42 1 48 353 249 #258 130 1 Internal Link Dist (ft) 937 372 1252 480 Turn Bay Length (ft) 180 295 190 165 255 Base Capacity (vph) 464 1486 183 1410 730 486 1238 663 172 1082 569 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.89 1.43 1.73 0.37 0.25 0.12 0.68 0.62 1.17 0.28 0.05 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 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) 199 1059 645 2339 452 403 812 489 263 1296 328 v/c Ratio 1.09 0.89 2.67 1.76 0.64 1.40 0.81 0.85 0.99 1.37 0.63 Control Delay 120.8 46.4 770.1 377.4 40.1 229.7 47.5 40.5 85.5 207.1 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 120.8 46.4 770.1 377.4 40.1 229.7 47.5 40.5 85.5 207.1 20.0 Queue Length 50th (ft) ~114 399 ~821 ~1469 284 ~366 308 235 121 ~705 129 Queue Length 95th (ft) #279 #522 m#615 m#1035 m220 #568 386 #426 #325 #836 151 Internal Link Dist (ft) 937 372 1432 480 Turn Bay Length (ft) 180 295 190 165 255 Base Capacity (vph) 183 1188 242 1327 704 287 1002 573 267 943 523 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.09 0.89 2.67 1.76 0.64 1.40 0.81 0.85 0.99 1.37 0.63 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 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) 114 2301 136 1227 977 1125 23 80 301 352 187 v/c Ratio 0.44 1.65 0.26 1.72 0.46 1.03 0.03 0.15 0.35 0.36 0.30 Control Delay 21.3 322.1 13.0 356.2 37.8 58.6 22.1 32.4 25.5 25.6 29.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 4.4 0.0 0.0 0.0 0.0 0.0 Total Delay 21.3 322.1 13.0 356.2 37.8 62.9 22.1 32.4 25.5 25.6 29.4 Queue Length 50th (ft) 47 ~935 19 ~677 235 ~546 5 46 75 92 102 Queue Length 95th (ft) m43 m#613 m17 #724 254 #765 13 84 115 124 163 Internal Link Dist (ft) 774 646 460 469 Turn Bay Length (ft) 185 140 265 110 90 Base Capacity (vph) 270 1398 519 715 2144 1089 920 543 869 968 626 Starvation Cap Reductn 000001300000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.42 1.65 0.26 1.72 0.46 1.05 0.03 0.15 0.35 0.36 0.30 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 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) 58 1453 84 642 2979 316 253 158 1284 995 358 v/c Ratio 0.37 0.73 0.13 2.24 1.34 0.42 0.44 0.29 1.38 1.11 0.67 Control Delay 19.1 26.2 2.1 594.1 183.8 12.6 25.4 34.7 208.3 97.5 42.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.1 26.2 2.1 594.1 183.8 12.6 25.4 34.7 208.3 97.5 42.0 Queue Length 50th (ft) 16 343 1 ~422 ~1119 49 63 95 ~699 ~382 229 Queue Length 95th (ft) m19 m373 m1 m#508 m#1184 m103 92 154 #850 #556 338 Internal Link Dist (ft) 774 628 430 469 Turn Bay Length (ft) 185 140 265 110 90 Base Capacity (vph) 182 1991 664 286 2219 760 582 543 930 898 531 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.32 0.73 0.13 2.24 1.34 0.42 0.43 0.29 1.38 1.11 0.67 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 Dry Creek Corridor Future Conditions AM Peak Hour 628: Dry Creek Rd & I-25 @ W Ramp Year 2040 Traffic Volumes

Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) 2506 348 433 1904 592 1099 555 v/c Ratio 1.56 0.64 0.95 0.86 0.74 1.38 0.70 Control Delay 279.0 10.4 65.9 30.3 32.5 206.1 26.4 Queue Delay 0.3 0.0 0.0 28.2 0.4 0.2 0.0 Total Delay 279.4 10.4 65.9 58.6 32.9 206.4 26.4 Queue Length 50th (ft) ~818 193 179 569 381 ~1187 283 Queue Length 95th (ft) m#474 m103 #246 m527 527 #1433 413 Internal Link Dist (ft) 145 503 127 Turn Bay Length (ft) 235 583 420 Base Capacity (vph) 1602 545 457 2203 798 798 794 Starvation Cap Reductn 0 0 0 399 0 0 0 Spillback Cap Reductn 152 0 0 0 30 30 0 Storage Cap Reductn 0000000 Reduced v/c Ratio 1.73 0.64 0.95 1.06 0.77 1.43 0.70 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 Dry Creek Corridor Future Conditions PM Peak Hour 628: Dry Creek Rd & I-25 @ W Ramp Year 2040 Traffic Volumes

Lane Group EBT EBR WBL WBT SBL SBT SBR Lane Group Flow (vph) 2816 916 1153 2711 94 174 491 v/c Ratio 1.52 1.21 0.95 0.77 0.26 0.48 1.21 Control Delay 270.3 124.6 25.2 16.6 41.3 46.2 148.3 Queue Delay 0.0 0.0 2.3 46.8 0.1 0.3 0.0 Total Delay 270.3 124.6 27.5 63.4 41.4 46.5 148.3 Queue Length 50th (ft) ~900 ~627 441 635 64 125 ~412 Queue Length 95th (ft) m#772 m#554 m420 658 115 202 #627 Internal Link Dist (ft) 163 503 91 Turn Bay Length (ft) 235 583 420 420 Base Capacity (vph) 1850 754 1230 3517 364 364 407 Starvation Cap Reductn 0 0 31 1057 0 0 0 Spillback Cap Reductn 000022220 Storage Cap Reductn 0000000 Reduced v/c Ratio 1.52 1.21 0.96 1.10 0.27 0.51 1.21 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 Dry Creek Corridor Future Conditions AM Peak Hour 627: I-25 @ E Ramp & Dry Creek Rd Year 2040 Traffic Volumes

Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 747 3357 1407 209 439 440 370 v/c Ratio 0.86 0.94 0.56 0.28 1.25 1.26 0.94 Control Delay 9.6 10.2 32.9 6.1 175.7 176.8 69.2 Queue Delay 0.0 44.7 0.0 0.0 1.2 1.2 3.0 Total Delay 9.6 54.9 32.9 6.1 176.9 178.0 72.2 Queue Length 50th (ft) 21 697 293 19 ~447 ~449 228 Queue Length 95th (ft) m0 m72 244 m32 #661 #663 #419 Internal Link Dist (ft) 503 100 82 Turn Bay Length (ft) Base Capacity (vph) 1001 3559 2535 752 350 350 394 Starvation Cap Reductn 0 666 00000 Spillback Cap Reductn 0 551 0 0 35 35 8 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.75 1.16 0.56 0.28 1.39 1.40 0.96 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 Dry Creek Corridor Future Conditions PM Peak Hour 627: I-25 @ E Ramp & Dry Creek Rd Year 2040 Traffic Volumes

Lane Group EBL EBT WBT WBR NBL NBT NBR Lane Group Flow (vph) 1242 1778 3211 1036 286 286 202 v/c Ratio 3.35 0.50 0.93 0.87 0.82 0.82 0.51 Control Delay 1073.7 7.6 18.3 6.5 64.8 64.8 29.7 Queue Delay 0.0 1.3 45.2 48.0 0.0 0.0 0.0 Total Delay 1073.7 8.9 63.5 54.5 64.8 64.8 29.7 Queue Length 50th (ft) ~844 464 520 76 224 224 81 Queue Length 95th (ft) m#498 m47 m140 m9 #371 #371 159 Internal Link Dist (ft) 503 94 131 Turn Bay Length (ft) 583 Base Capacity (vph) 371 3559 3471 1186 350 350 394 Starvation Cap Reductn 0 1462 604 312 0 0 0 Spillback Cap Reductn 0 0 440 0000 Storage Cap Reductn 0000000 Reduced v/c Ratio 3.35 0.85 1.12 1.19 0.82 0.82 0.51 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 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) 450 3704 417 1239 239 400 94 322 194 v/c Ratio 0.78 1.22 1.95 0.50 0.85 1.03 0.67 0.84 0.56 Control Delay 61.8 119.2 469.4 26.7 70.6 99.8 65.1 71.1 12.8 Queue Delay 0.0 0.4 0.0 0.0 0.0 2.6 0.0 0.0 0.0 Total Delay 61.8 119.6 469.4 26.7 70.6 102.4 65.1 71.1 12.8 Queue Length 50th (ft) 166 ~1301 ~266 173 83 ~152 63 131 0 Queue Length 95th (ft) m180 #1359 #372 316 #147 #257 #103 #209 39 Internal Link Dist (ft) 87 819 89 750 Turn Bay Length (ft) 250 280 150 130 Base Capacity (vph) 700 3043 214 2501 282 387 140 383 344 Starvation Cap Reductn 0 61 0000000 Spillback Cap Reductn 0 517 0003000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.64 1.47 1.95 0.50 0.85 1.04 0.67 0.84 0.56 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 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) 424 1973 158 3223 696 1196 65 451 685 v/c Ratio 0.78 0.65 1.01 1.31 2.13 2.19 0.48 1.18 1.78 Control Delay 78.6 5.0 93.1 167.5 545.0 563.9 55.7 149.2 383.7 Queue Delay 0.0 0.1 0.0 0.3 0.0 0.0 0.0 0.0 0.3 Total Delay 78.6 5.1 93.1 167.7 545.0 563.9 55.7 149.2 384.0 Queue Length 50th (ft) 176 98 ~64 ~1171 ~406 ~781 40 ~207 ~653 Queue Length 95th (ft) 229 112 m#79 #1291 #529 #920 m82 #317 #894 Internal Link Dist (ft) 84 819 95 750 Turn Bay Length (ft) 245 280 150 130 Base Capacity (vph) 643 3043 157 2462 326 547 136 383 384 Starvation Cap Reductn 0 184 0000000 Spillback Cap Reductn 0 0 0 258 000011 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.66 0.69 1.01 1.46 2.13 2.19 0.48 1.18 1.84 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 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) 22 3728 22 22 1500 120 54 22 v/c Ratio 0.25 1.06 0.02 0.16 0.43 0.47 0.14 0.07 Control Delay 43.7 35.9 0.0 10.6 3.6 50.5 0.8 0.5 Queue Delay 0.0 19.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.7 55.3 0.0 10.6 3.6 50.5 0.8 0.5 Queue Length 50th (ft) 17 ~1225 0 2 46 84 0 0 Queue Length 95th (ft) m15 m43 m0 m5 92 146 0 0 Internal Link Dist (ft) 819 560 338 Turn Bay Length (ft) 145 150 70 Base Capacity (vph) 118 3533 1070 178 3460 258 374 405 Starvation Cap Reductn 0 367 000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.19 1.18 0.02 0.12 0.43 0.47 0.14 0.05 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 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) 16 2401 110 60 3330 71 33 16 v/c Ratio 0.21 0.70 0.10 0.40 0.93 0.28 0.09 0.07 Control Delay 61.8 14.5 1.4 15.2 16.1 45.5 0.5 0.6 Queue Delay 0.0 0.1 0.0 0.0 2.6 0.0 0.0 0.0 Total Delay 61.8 14.5 1.4 15.2 18.7 45.5 0.5 0.6 Queue Length 50th (ft) 13 665 2 8 553 48 0 0 Queue Length 95th (ft) m0 m479 m6 m15 m#1023 93 0 0 Internal Link Dist (ft) 819 560 338 Turn Bay Length (ft) 145 150 70 Base Capacity (vph) 118 3426 1051 180 3567 258 378 371 Starvation Cap Reductn 0000158000 Spillback Cap Reductn 0 98 000020 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.14 0.72 0.10 0.33 0.98 0.28 0.09 0.04 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 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) 196 3392 108 1418 37 19 36 15 10 v/c Ratio 0.80 1.44 0.62 0.63 0.05 0.05 0.08 0.17 0.02 Control Delay 36.0 222.4 47.1 13.1 36.0 36.3 0.3 59.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.0 222.5 47.1 13.1 36.0 36.3 0.3 59.3 0.1 Queue Length 50th (ft) 89 ~1301 36 220 12 13 0 11 0 Queue Length 95th (ft) m83 m#1197 108 78 28 35 0 35 0 Internal Link Dist (ft) 560 1105 875 211 Turn Bay Length (ft) 200 130 150 150 50 Base Capacity (vph) 254 2354 182 2265 751 391 459 88 439 Starvation Cap Reductn 0 28 0000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.77 1.46 0.59 0.63 0.05 0.05 0.08 0.17 0.02 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 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) 16 2391 87 2201 732 360 136 22 108 v/c Ratio 0.11 0.96 0.52 0.79 1.05 1.03 0.32 0.25 0.64 Control Delay 6.8 18.9 33.3 15.6 93.5 102.1 11.7 62.0 33.2 Queue Delay 0.0 0.1 0.0 0.4 0.0 0.0 0.0 0.0 0.4 Total Delay 6.8 19.0 33.3 16.0 93.5 102.1 11.7 62.0 33.6 Queue Length 50th (ft) 1 55 33 190 ~339 ~327 11 17 12 Queue Length 95th (ft) m4 #761 m64 m377 #468 #536 65 45 #85 Internal Link Dist (ft) 560 1105 253 211 Turn Bay Length (ft) 200 130 150 150 50 Base Capacity (vph) 182 2480 180 2794 697 350 428 88 168 Starvation Cap Reductn 030000000 Spillback Cap Reductn 0 0 0 176 00003 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.09 0.97 0.48 0.84 1.05 1.03 0.32 0.25 0.65 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 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) 43 140 27 32 22 177 2473 161 1726 v/c Ratio 0.24 0.44 0.17 0.28 0.11 0.69 0.79 0.73 0.54 Control Delay 44.9 47.8 43.6 59.2 1.1 28.2 15.8 51.3 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.9 47.8 43.6 59.2 1.1 28.2 15.8 51.3 10.5 Queue Length 50th (ft) 29 46 18 24 0 89 233 67 80 Queue Length 95th (ft) 60 79 43 56 0 m53 m160 m118 m362 Internal Link Dist (ft) 753 1464 1105 1236 Turn Bay Length (ft) 140 200 200 190 200 Base Capacity (vph) 227 904 227 481 496 336 3144 284 3215 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.19 0.15 0.12 0.07 0.04 0.53 0.79 0.57 0.54 Intersection Summary Description: Centennial m Volume for 95th percentile queue is metered by upstream signal.

Synchro 9 Report Page 1 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) 234 125 364 147 179 76 2342 27 1929 v/c Ratio 0.76 0.29 1.01 0.68 0.52 0.48 0.80 0.19 0.69 Control Delay 52.2 20.0 91.7 66.4 12.4 33.9 12.3 4.4 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 20.0 91.7 66.4 12.4 33.9 12.3 4.4 11.2 Queue Length 50th (ft) 150 15 ~259 111 0 27 160 1 439 Queue Length 95th (ft) 214 43 #414 172 63 m33 m192 m2 m295 Internal Link Dist (ft) 772 1718 1105 1236 Turn Bay Length (ft) 140 200 200 190 200 Base Capacity (vph) 318 885 360 481 541 222 2924 223 2784 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.74 0.14 1.01 0.31 0.33 0.34 0.80 0.12 0.69 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 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) 33 979 591 16 835 1202 191 931 v/c Ratio 0.21 1.02 0.91 0.05 0.49 0.88 0.51 0.33 Control Delay 30.7 74.0 44.2 2.4 9.8 22.6 12.2 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 74.0 44.2 2.4 9.8 22.6 12.2 8.6 Queue Length 50th (ft) 14 ~387 299 1 125 879 21 49 Queue Length 95th (ft) 41 #414 425 m1 268 #1069 42 101 Internal Link Dist (ft) 439 1173 1236 1887 Turn Bay Length (ft) 400 200 205 175 Base Capacity (vph) 252 957 757 391 1705 1367 398 2842 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.13 1.02 0.78 0.04 0.49 0.88 0.48 0.33 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 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) 91 1154 473 16 1186 1420 580 766 v/c Ratio 1.94 1.61 0.79 0.04 0.69 1.19 1.64 0.24 Control Delay 525.1 312.4 28.2 3.7 10.9 107.9 321.0 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 525.1 312.4 28.2 3.7 10.9 107.9 321.0 20.0 Queue Length 50th (ft) ~110 ~664 165 1 171 ~1149 ~559 149 Queue Length 95th (ft) #199 #734 274 m2 313 #1251 #810 220 Internal Link Dist (ft) 439 2088 1236 1887 Turn Bay Length (ft) 400 200 205 175 Base Capacity (vph) 101 716 789 441 1708 1197 354 3135 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.90 1.61 0.60 0.04 0.69 1.19 1.64 0.24 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 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) 70 191 105 239 174 1279 430 1064 70 v/c Ratio 0.35 0.51 0.50 0.48 0.50 0.48 1.06 0.49 0.07 Control Delay 42.8 33.1 48.1 18.8 18.3 26.3 83.2 15.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.8 33.1 48.1 18.8 18.3 26.3 83.2 15.0 0.6 Queue Length 50th (ft) 47 43 72 27 63 285 ~226 214 0 Queue Length 95th (ft) 72 66 100 54 m129 356 #450 344 3 Internal Link Dist (ft) 1146 1246 1887 618 Turn Bay Length (ft) 190 100 150 185 Base Capacity (vph) 207 722 211 759 349 2654 407 2166 1015 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.34 0.26 0.50 0.31 0.50 0.48 1.06 0.49 0.07 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 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) 158 239 163 668 201 1484 315 1000 76 v/c Ratio 0.95 0.36 0.56 0.92dr 0.64 0.69 0.91 0.54 0.09 Control Delay 94.2 23.9 42.4 41.5 25.7 20.8 60.9 21.5 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 94.2 23.9 42.4 41.5 25.7 20.8 60.9 21.5 1.1 Queue Length 50th (ft) 96 45 100 165 41 327 179 266 0 Queue Length 95th (ft) #175 79 150 225 m96 468 #351 364 9 Internal Link Dist (ft) 1309 1393 1887 618 Turn Bay Length (ft) 190 100 150 185 Base Capacity (vph) 167 820 292 909 319 2151 365 1838 861 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.95 0.29 0.56 0.73 0.63 0.69 0.86 0.54 0.09 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 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) 170 2138 473 564 2590 580 378 537 330 133 441 v/c Ratio 0.87 0.93 0.52 1.01 1.01 0.63 0.94 0.89 0.65 0.66 1.12 Control Delay 96.1 43.4 7.8 95.9 53.6 15.4 90.0 72.9 15.5 78.3 136.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.1 43.4 7.8 95.9 53.6 15.4 90.0 72.9 15.5 78.3 136.7 Queue Length 50th (ft) 149 638 53 ~261 ~838 188 172 245 32 59 ~233 Queue Length 95th (ft) #282 714 145 #384 #959 315 #268 #344 134 #100 #346 Internal Link Dist (ft) 1723 1813 618 943 Turn Bay Length (ft) 365 330 305 510 130 340 250 Base Capacity (vph) 196 2300 906 559 2564 919 406 602 508 203 392 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.87 0.93 0.52 1.01 1.01 0.63 0.93 0.89 0.65 0.66 1.13 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 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) 167 2473 387 452 2516 220 522 909 435 473 564 v/c Ratio 1.84 1.15 0.47 1.05 1.00 0.25 1.03 1.39 0.92 1.24 1.08 Control Delay 449.0 110.4 9.5 112.0 51.1 3.0 102.8 224.5 51.0 177.3 115.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 449.0 110.4 9.5 112.0 51.1 3.0 102.8 224.5 51.0 177.3 115.9 Queue Length 50th (ft) ~220 ~932 58 ~221 785 0 ~251 ~556 198 ~264 ~287 Queue Length 95th (ft) #370 #1021 144 #331 #924 42 #365 #691 #401 #376 #408 Internal Link Dist (ft) 2285 2639 618 546 Turn Bay Length (ft) 365 330 305 510 130 340 250 Base Capacity (vph) 91 2147 818 432 2523 881 508 655 475 381 521 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.84 1.15 0.47 1.05 1.00 0.25 1.03 1.39 0.92 1.24 1.08 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 SimTraffic Simulation Summary AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Summary of All Intervals

Run Number 12345Avg 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) 45 45 45 45 45 45 Time Recorded (min) 30 30 30 30 30 30 # of Intervals 222222 # of Recorded Intervals 111111 Vehs Entered 8439 8039 8014 8083 8419 8190 Vehs Exited 7803 7438 7316 7442 7565 7513 Starting Vehs 1469 1488 1561 1481 1418 1476 Ending Vehs 2105 2089 2259 2122 2272 2167 Travel Distance (mi) 7447 7276 7080 7189 7220 7242 Travel Time (hr) 1355.6 1473.2 1562.6 1393.3 1405.4 1438.0 Total Delay (hr) 1144.8 1266.3 1360.4 1188.5 1200.5 1232.1 Total Stops 23893 23123 23574 22237 22696 23100 Fuel Used (gal) 519.3 541.6 557.6 520.5 523.5 532.5

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 12345Avg Vehs Entered 8439 8039 8014 8083 8419 8190 Vehs Exited 7803 7438 7316 7442 7565 7513 Starting Vehs 1469 1488 1561 1481 1418 1476 Ending Vehs 2105 2089 2259 2122 2272 2167 Travel Distance (mi) 7447 7276 7080 7189 7220 7242 Travel Time (hr) 1355.6 1473.2 1562.6 1393.3 1405.4 1438.0 Total Delay (hr) 1144.8 1266.3 1360.4 1188.5 1200.5 1232.1 Total Stops 23893 23123 23574 22237 22696 23100 Fuel Used (gal) 519.3 541.6 557.6 520.5 523.5 532.5

Dry Creek Corridor Future Conditions SimTraffic Report Page 1 SimTraffic Performance Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 1: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBT WBT NER All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 7.1 6.6 11.4 7.7

30: Dry Creek Rd Performance by movement

Movement EBT EBR WBT All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 31.9 21.1 1.4 22.6

68: Dry Creek Rd & I-25 @ W Ramp Performance by movement

Movement EBT WBT SWR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 107.4 7.9 1.2 54.6

72: 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) 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.1 0.1 92.1 105.4 106.0 Total Del/Veh (s) 283.2 218.3 145.1 142.8 37.9 27.1 20.4 38.6 6.7 132.4 93.3 69.8

72: Chester St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 11.6 Total Del/Veh (s) 119.7

79: 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) 0.0 0.0 0.0 3.2 0.0 0.0 0.3 0.0 0.3 3.3 0.9 0.9 Total Del/Veh (s) 77.1 11.9 9.6 676.9 96.7 22.8 177.4 91.5 32.5 140.6 122.3 2.1

79: 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 SimTraffic Performance Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 84: 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) 502.3 516.1 603.3 0.0 0.0 0.0 2.5 0.4 2.5 34.6 49.0 23.4 Total Del/Veh (s) 211.5 230.0 177.0 202.7 11.6 3.4 31.5 39.7 25.1 192.9 26.2 3.7

84: Yosemite St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 241.6 Total Del/Veh (s) 110.1

598: Havana St & Arapahoe Rd Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 1.5 0.3 1.5 162.4 157.8 154.6 0.0 0.0 0.0 3.3 0.3 0.3 Total Del/Veh (s) 395.7 41.0 23.1 560.9 59.9 39.7 310.1 111.2 18.7 197.4 178.8 137.1

598: Havana St & Arapahoe Rd Performance by movement

Movement All Denied Del/Veh (s) 74.0 Total Del/Veh (s) 115.0

627: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBL EBT WBT WBR NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 44.8 50.0 15.1 0.4 60.4 81.4 42.9

628: Dry Creek Rd & I-25 @ W Ramp Performance by movement

Movement EBT EBR WBL WBT SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 56.1 29.2 35.8 29.7 42.3 53.8 43.5

2930: 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) 3.7 0.1 0.2 3.3 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 120.9 46.3 11.3 42.9 51.4 51.9 59.0 46.4 21.9 43.0 18.2 2.6

2930: 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 SimTraffic Performance Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 3111: Havana St & Easter Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 0.1 11.0 15.5 12.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 89.4 60.8 31.0 109.7 54.6 30.7 8.7 9.7 12.4 24.3 23.6 17.0

3111: Havana St & Easter Ave Performance by movement

Movement All Denied Del/Veh (s) 4.7 Total Del/Veh (s) 42.6

3599: Inverness Blvd & Dry Creek Rd Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 562.4 495.4 0.1 27.9 Total Del/Veh (s) 107.0 85.9 12.5 333.5 162.0 43.9 979.0 528.1 264.7 122.2

3600: 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) 0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.1 4.1 3.9 0.1 0.1 Total Del/Veh (s) 48.7 55.0 73.0 488.9 233.7 129.8 144.1 38.1 8.0 52.9 38.7 119.1

3885: Havana St & Geddes Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 3.7 0.1 0.1 2.7 0.1 0.1 0.0 0.0 0.0 0.0 0.3 0.0 Total Del/Veh (s) 51.9 56.8 43.5 80.1 55.3 9.6 25.9 21.0 27.5 146.1 115.0 64.0

3885: 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) 139.1 Total Del/Veh (s) 1263.4

Dry Creek Corridor Future Conditions SimTraffic Report Page 4 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 84 222.9 1226.9 0.2 3 3 198.6 24 47.9 56.0 0.1 6 5 49.1 Chester St 72 218.3 230.8 0.2 3 2 239.9 I-25 @ W Ramp 68 101.0 112.3 0.1 4 4 105.6 628 56.1 59.3 0.0 3 3 56.7 I-25 @ E Ramp 627 46.0 55.8 0.1 7 6 53.3 I-25 @ E Ramp 1 7.3 9.4 0.0 13 12 8.3 30 28.5 34.3 0.0 5 4 34.0 Inverness Dr West 79 11.9 13.4 0.0 9 7 15.3 Inverness Blvd 3599 86.1 101.1 0.2 6 6 91.0 Inverness Dr East 3600 55.0 65.5 0.1 7 7 52.9 Total 881.0 1964.9 1.1 4 4 904.5

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 3 204.4 3 240.2 3 229.8 3 4 64.5 5 52.3 7 34.3 7 Chester St 2 236.7 2 250.1 3 185.0 3 I-25 @ W Ramp 4 99.2 4 126.8 6 77.8 5 2 58.2 2 60.6 3 49.7 3 I-25 @ E Ramp 7 51.1 6 53.8 11 26.3 7 I-25 @ E Ramp 12 8.0 14 6.9 15 6.2 13 5 28.9 5 28.8 5 25.7 5 Inverness Dr West 8 12.3 9 11.9 10 10.2 10 Inverness Blvd 6 83.4 6 89.2 6 83.6 6 Inverness Dr East 7 51.9 7 54.3 6 60.9 7 Total 4 898.5 4 974.9 5 789.5 4

Dry Creek Corridor Future Conditions SimTraffic Report Page 5 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 3599 159.9 169.9 0.1 3 3 158.0 Clinton St 79 97.2 111.5 0.2 5 5 109.2 30 1.6 4.1 0.0 28 27 1.7 I-25 @ E Ramp 1 6.6 13.1 0.0 13 12 7.7 627 15.1 16.7 0.0 7 8 13.5 I-25 @ W Ramp 628 40.9 50.7 0.1 8 8 39.5 I-25 @ W Ramp 68 8.8 11.7 0.0 13 16 6.9 Chester St 72 45.0 57.3 0.1 9 8 47.9 24 32.7 47.3 0.2 12 6 81.4 Yosemite St 84 11.6 18.8 0.1 16 16 11.8 Total 419.4 501.1 0.9 7 6 477.6

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 3 117.8 2 191.9 2 186.7 3 Clinton St 9 57.4 4 132.0 5 108.0 6 30 1.3 27 1.7 28 1.5 27 I-25 @ E Ramp 14 5.5 15 4.7 13 6.8 12 8 14.6 8 14.2 7 16.8 7 I-25 @ W Ramp 7 43.9 8 40.2 8 37.6 8 I-25 @ W Ramp 12 10.0 15 7.2 11 10.8 13 Chester St 9 45.2 9 44.1 9 40.7 8 23 10.6 10 46.2 32 3.2 22 Yosemite St 14 14.4 15 12.6 23 6.3 15 Total 8 320.9 6 494.7 7 418.6 7

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 3885 20.9 38.7 0.2 21 20 22.4 Easter Ave 3111 8.7 28.7 0.2 31 32 8.0 Briarwood Ave 2930 49.8 75.8 0.4 18 19 48.1 Arapahoe Rd 598 108.7 117.7 0.1 4 4 117.6 Total 188.2 261.0 1.0 13 13 196.1

Dry Creek Corridor Future Conditions SimTraffic Report Page 6 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 23 17.9 20 23.8 22 17.9 20 Easter Ave 33 7.9 29 11.4 34 6.1 30 Briarwood Ave 15 61.6 14 67.8 22 34.4 21 Arapahoe Rd 4 107.3 5 89.1 4 98.2 3 Total 13 194.7 13 192.0 15 156.6 13

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 598 178.8 195.4 0.2 4 3 189.8 Costilla Ave 2930 17.3 28.8 0.1 17 18 14.9 Easter Ave 3111 20.5 49.4 0.4 27 37 7.2 Geddes Ave 3885 95.9 110.9 0.2 8 15 46.4 Inverness Dr East 3600 233.0 251.0 0.2 3 4 200.2 Total 545.5 635.5 1.2 7 8 458.5

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 4 169.3 3 220.1 4 146.5 4 Costilla Ave 18 15.6 16 18.8 16 17.4 15 Easter Ave 37 6.9 24 26.7 19 39.6 26 Geddes Ave 13 50.4 5 167.1 6 146.0 11 Inverness Dr East 6 126.0 2 370.1 3 287.9 3 Total 9 368.1 5 802.8 6 637.4 7

Dry Creek Corridor Future Conditions SimTraffic Report Page 7 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 1: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB WB WB WB NE Directions Served TTTTTTR Maximum Queue (ft) 145 139 154 53 216 162 195 Average Queue (ft) 18 56 131 8 41 27 123 95th Queue (ft) 94 154 168 49 153 109 237 Link Distance (ft) 53 53 53 246 246 246 80 Upstream Blk Time (%) 3 12 62 0 0 48 Queuing Penalty (veh) 31 139 704 1 0 464 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 TTTTTRTTT Maximum Queue (ft) 146 180 336 358 370 380 43 14 46 Average Queue (ft) 57 72 211 293 341 330 3 1 17 95th Queue (ft) 152 185 393 427 392 435 28 10 48 Link Distance (ft) 246 246 246 246 246 246 39 39 39 Upstream Blk Time (%) 7 23 61 34 0 0 0 Queuing Penalty (veh) 50 168 440 246 0 0 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Intersection: 68: Dry Creek Rd & I-25 @ W Ramp

Movement EB EB EB WB WB WB SW Directions Served TTTTTTR Maximum Queue (ft) 690 744 718 182 16 4 38 Average Queue (ft) 669 687 632 133 1 0 7 95th Queue (ft) 719 788 810 220 17 5 61 Link Distance (ft) 668 668 668 92 92 92 98 Upstream Blk Time (%) 24 15 17 34 0 1 Queuing Penalty (veh) 207 129 143 250 0 11 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Dry Creek Corridor Future Conditions SimTraffic Report Page 8 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 LTTTRTTTLLTT Maximum Queue (ft) 210 871 841 859 165 390 397 370 277 290 789 674 Average Queue (ft) 123 828 752 723 83 320 290 185 276 289 770 323 95th Queue (ft) 277 944 988 1016 206 521 524 460 279 292 807 728 Link Distance (ft) 771 771 771 367 367 367 668 668 Upstream Blk Time (%) 88 42 46 23 8 3 53 1 Queuing Penalty (veh) 655 317 342 174 57 23 389 6 Storage Bay Dist (ft) 185 140 265 265 Storage Blk Time (%) 0 86 75 0 24 54 0 Queuing Penalty (veh) 0 86 90 1 69 155 0

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) 713 654 23 25 89 139 129 102 114 500 Average Queue (ft) 234 292 4 5 41 49 30 91 108 376 95th Queue (ft) 638 577 19 20 87 133 102 128 134 643 Link Distance (ft) 668 668 423 423 423 472 Upstream Blk Time (%) 1 1 45 Queuing Penalty (veh) 10 10 0 Storage Bay Dist (ft) 110 110 90 90 Storage Blk Time (%) 0 25 61 11 Queuing Penalty (veh) 0 40 101 34

Dry Creek Corridor Future Conditions SimTraffic Report Page 9 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) 105 109 118 123 137 292 305 830 834 855 109 146 Average Queue (ft) 94 96 82 104 107 269 300 810 744 616 63 128 95th Queue (ft) 113 116 137 116 124 321 313 827 1047 1148 119 139 Link Distance (ft) 39 39 39 39 39 804 804 804 52 52 Upstream Blk Time (%) 68 72 28 52 64 81 44 27 55 98 Queuing Penalty (veh) 511 540 213 388 476 402 218 134 79 141 Storage Bay Dist (ft) 280 280 Storage Blk Time (%) 12 90 3 Queuing Penalty (veh) 44 324 12

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) 127 138 155 378 346 Average Queue (ft) 76 91 110 220 184 95th Queue (ft) 142 164 192 384 354 Link Distance (ft) 52 52 714 714 Upstream Blk Time (%) 56 58 Queuing Penalty (veh) 80 83 Storage Bay Dist (ft) 130 Storage Blk Time (%) 14 43 Queuing Penalty (veh) 20 37

Dry Creek Corridor Future Conditions SimTraffic Report Page 10 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) 205 947 950 318 425 348 43 322 236 214 359 425 Average Queue (ft) 170 911 907 270 295 88 13 161 60 58 258 274 95th Queue (ft) 287 979 990 409 618 295 38 494 274 180 360 412 Link Distance (ft) 915 915 367 367 367 771 771 1275 1275 Upstream Blk Time (%) 39 36 56 0 Queuing Penalty (veh) 290 271 172 1 Storage Bay Dist (ft) 180 295 190 Storage Blk Time (%) 4 81 62 0 0 16 16 Queuing Penalty (veh) 31 292 139 1 0 8 56

Intersection: 84: Yosemite St & Dry Creek Rd

Movement NB SB SB SB SB Directions Served RLTTR Maximum Queue (ft) 190 280 431 391 39 Average Queue (ft) 175 236 225 152 13 95th Queue (ft) 230 336 486 394 38 Link Distance (ft) 453 453 453 Upstream Blk Time (%) 5 0 Queuing Penalty (veh) 6 0 Storage Bay Dist (ft) 165 255 Storage Blk Time (%) 7 45 0 Queuing Penalty (veh) 26 60 0

Dry Creek Corridor Future Conditions SimTraffic Report Page 11 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 LTTTRLLTTTRL Maximum Queue (ft) 390 790 789 738 355 317 330 1858 1856 1839 535 155 Average Queue (ft) 356 595 560 450 200 306 323 1660 1626 1184 164 144 95th Queue (ft) 462 1038 1018 872 427 336 341 2255 2281 2293 469 166 Link Distance (ft) 1738 1738 1738 1828 1828 1828 Upstream Blk Time (%) 59 17 1 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 365 330 305 305 510 130 Storage Blk Time (%) 49 10 9 1 64 78 6 5 0 68 Queuing Penalty (veh) 325 16 41 8 515 636 31 27 1 120

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) 591 590 547 353 140 275 650 592 Average Queue (ft) 523 332 295 128 66 196 447 381 95th Queue (ft) 700 602 520 318 152 353 657 597 Link Distance (ft) 574 574 574 938 938 Upstream Blk Time (%) 42 8 0 Queuing Penalty (veh) 170 33 2 Storage Bay Dist (ft) 340 250 250 Storage Blk Time (%) 86 4 0 0 59 Queuing Penalty (veh) 152 13 0 0 73

Intersection: 627: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB EB EB WB WB WB NB NB NB Directions Served LL TTTTTTLLTR Maximum Queue (ft) 203 230 563 570 562 104 112 100 130 128 152 Average Queue (ft) 109 127 346 440 473 55 86 75 121 113 122 95th Queue (ft) 214 241 624 672 665 104 119 121 130 149 152 Link Distance (ft) 538 538 538 538 538 53 53 53 43 43 43 Upstream Blk Time (%) 2 4 8 12 29 24 86 74 87 Queuing Penalty (veh) 13 29 62 42 108 87 327 281 329 Storage Bay Dist (ft) Storage Blk Time (%) 12 Queuing Penalty (veh) 37

Dry Creek Corridor Future Conditions SimTraffic Report Page 12 Queuing and Blocking Report AM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 628: Dry Creek Rd & I-25 @ W Ramp

Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served TTTTRLLTTTLLT Maximum Queue (ft) 92 210 226 216 92 191 199 526 262 293 176 186 Average Queue (ft) 88 198 201 199 72 80 96 292 78 138 157 161 95th Queue (ft) 95 206 219 208 131 177 193 526 210 281 170 178 Link Distance (ft) 92 92 92 538 538 538 538 538 78 78 Upstream Blk Time (%) 27 67 70 72 2 1 0 71 84 Queuing Penalty (veh) 0 569 590 612 0 3 0 472 560 Storage Bay Dist (ft) 90 235 Storage Blk Time (%) 39 67 72 2 Queuing Penalty (veh) 217 373 224 10

Intersection: 628: Dry Creek Rd & I-25 @ W Ramp

Movement SB Directions Served R Maximum Queue (ft) 167 Average Queue (ft) 158 95th 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 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) 155 173 156 121 158 274 174 542 445 364 210 477 Average Queue (ft) 66 71 54 63 41 105 86 252 182 177 155 206 95th Queue (ft) 162 198 161 115 113 249 186 515 411 322 249 457 Link Distance (ft) 1167 1167 1267 1267 1878 1878 1878 574 Upstream Blk Time (%) 0 Queuing Penalty (veh) 2 Storage Bay Dist (ft) 190 100 150 185 Storage Blk Time (%) 7 6 0 39 13 4 Queuing Penalty (veh) 3 2 1 58 59 14

Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave

Movement SB SB Directions Served TR Maximum Queue (ft) 389 37 Average Queue (ft) 158 12 95th Queue (ft) 339 34 Link Distance (ft) 574 574 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) 86 424 1141 1034 28 127 153 157 174 315 282 286 Average Queue (ft) 33 369 628 432 6 41 54 73 69 74 72 69 95th Queue (ft) 76 486 1187 1049 24 110 136 140 154 252 227 226 Link Distance (ft) 455 1194 1194 1218 1218 1218 1878 1878 1878 Upstream Blk Time (%) 10 8 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 400 200 175 Storage Blk Time (%) 8 29 0 7 Queuing Penalty (veh) 39 132 0 13

Dry Creek Corridor Future Conditions SimTraffic Report Page 14 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) 93 833 848 850 766 175 552 570 566 93 352 94 Average Queue (ft) 14 745 802 802 109 36 519 512 414 86 303 38 95th Queue (ft) 63 920 888 870 542 150 651 683 697 106 447 117 Link Distance (ft) 804 804 804 804 526 526 526 340 359 Upstream Blk Time (%) 3 7 14 0 66 45 14 81 Queuing Penalty (veh) 23 64 119 1 310 208 67 0 Storage Bay Dist (ft) 145 150 70 Storage Blk Time (%) 16 95 95 Queuing Penalty (veh) 3 19 47

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) 225 562 584 587 155 1098 1107 1102 57 63 59 48 Average Queue (ft) 106 416 528 571 83 839 803 729 19 20 18 19 95th Queue (ft) 235 612 628 588 200 1383 1395 1383 54 61 54 48 Link Distance (ft) 526 526 526 1075 1075 1075 888 888 Upstream Blk Time (%) 3 10 42 40 26 18 Queuing Penalty (veh) 32 118 484 197 128 89 Storage Bay Dist (ft) 200 130 150 150 Storage Blk Time (%) 0 26 0 87 Queuing Penalty (veh) 0 49 0 91

Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St

Movement SB SB Directions Served L TR Maximum Queue (ft) 41 39 Average Queue (ft) 11 10 95th Queue (ft) 37 35 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 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) 80 133 151 78 73 42 133 181 340 424 225 1202 Average Queue (ft) 33 66 55 29 29 15 53 57 157 245 89 472 95th Queue (ft) 76 122 121 67 68 41 110 165 325 423 217 1242 Link Distance (ft) 775 775 1484 1484 1075 1075 1075 1218 Upstream Blk Time (%) 11 Queuing Penalty (veh) 62 Storage Bay Dist (ft) 140 200 190 200 Storage Blk Time (%) 1 0 0 0 42 Queuing Penalty (veh) 0 1 0 0 63

Intersection: 3885: Havana St & Geddes Ave

Movement SB SB Directions Served T TR Maximum Queue (ft) 1209 1159 Average Queue (ft) 461 448 95th Queue (ft) 1229 1180 Link Distance (ft) 1218 1218 Upstream Blk Time (%) 10 9 Queuing Penalty (veh) 56 53 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Zone Summary Zone wide Queuing Penalty: 20812

Dry Creek Corridor Future Conditions SimTraffic Report Page 16 SimTraffic Simulation Summary PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Summary of All Intervals

Run Number 12345Avg 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) 45 45 45 45 45 45 Time Recorded (min) 30 30 30 30 30 30 # of Intervals 222222 # of Recorded Intervals 111111 Vehs Entered 9155 9593 9177 8705 8991 9126 Vehs Exited 8354 8800 8650 7967 8109 8376 Starting Vehs 1986 2151 2060 2046 2040 2050 Ending Vehs 2787 2944 2587 2784 2922 2805 Travel Distance (mi) 9442 9975 9710 9041 9220 9478 Travel Time (hr) 2277.2 2403.5 2318.9 2459.7 2363.2 2364.5 Total Delay (hr) 2017.8 2131.6 2054.0 2214.9 2112.4 2106.1 Total Stops 27446 30223 26049 25355 26053 27019 Fuel Used (gal) 780.2 819.7 796.3 809.4 792.8 799.7

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 12345Avg Vehs Entered 9155 9593 9177 8705 8991 9126 Vehs Exited 8354 8800 8650 7967 8109 8376 Starting Vehs 1986 2151 2060 2046 2040 2050 Ending Vehs 2787 2944 2587 2784 2922 2805 Travel Distance (mi) 9442 9975 9710 9041 9220 9478 Travel Time (hr) 2277.2 2403.5 2318.9 2459.7 2363.2 2364.5 Total Delay (hr) 2017.8 2131.6 2054.0 2214.9 2112.4 2106.1 Total Stops 27446 30223 26049 25355 26053 27019 Fuel Used (gal) 780.2 819.7 796.3 809.4 792.8 799.7

Dry Creek Corridor Future Conditions SimTraffic Report Page 1 SimTraffic Performance Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 8: Dry Creek Rd & I-25 @ W Ramp Performance by movement

Movement EBT WBT SWR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 72.9 19.9 29.3 44.3

10: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBT WBT NER All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 1.7 38.6 0.8 24.2

16: Dry Creek Rd Performance by movement

Movement EBT EBR WBT All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 Total Del/Veh (s) 13.6 2.3 10.8 11.4

72: 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) 0.0 0.0 0.0 0.0 0.0 0.0 584.2 616.1 624.1 802.2 820.2 788.3 Total Del/Veh (s) 484.2 216.4 7.6 268.3 122.0 34.4 69.3 59.5 143.3 161.1 125.4 141.5

72: Chester St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 391.9 Total Del/Veh (s) 151.3

79: 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 321.5 337.2 290.4 Total Del/Veh (s) 94.0 4.9 3.4 369.6 121.5 109.6 174.0 99.5 21.2 568.2 596.4 25.8

79: Inverness Dr West/Clinton St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 60.2 Total Del/Veh (s) 122.5

Dry Creek Corridor Future Conditions SimTraffic Report Page 2 SimTraffic Performance Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 84: 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) 161.5 181.7 156.4 0.0 0.0 0.0 145.9 143.1 130.0 358.1 311.9 342.8 Total Del/Veh (s) 417.5 321.8 231.1 169.7 45.6 11.9 356.5 202.3 267.2 376.0 107.3 19.4

84: Yosemite St & Dry Creek Rd Performance by movement

Movement All Denied Del/Veh (s) 148.6 Total Del/Veh (s) 162.9

598: Havana St & Arapahoe Rd Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 1.3 0.4 1.1 24.6 22.0 20.4 0.0 0.0 0.0 495.0 491.0 459.3 Total Del/Veh (s) 788.7 82.4 57.2 676.1 74.0 44.9 258.5 220.6 96.8 286.7 191.2 164.2

598: Havana St & Arapahoe Rd Performance by movement

Movement All Denied Del/Veh (s) 74.6 Total Del/Veh (s) 166.3

627: I-25 @ E Ramp & Dry Creek Rd Performance by movement

Movement EBL EBT WBT WBR NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 264.6 10.1 17.6 1.1 79.7 8.8 50.0

628: Dry Creek Rd & I-25 @ W Ramp Performance by movement

Movement EBT EBR WBL WBT SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Total Del/Veh (s) 43.9 10.4 20.4 72.8 245.5 350.8 57.3

2930: 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) 3.1 0.2 0.2 165.6 162.3 168.4 0.0 0.0 0.0 0.2 0.0 0.0 Total Del/Veh (s) 393.8 46.0 19.1 124.9 143.2 563.3 167.9 190.8 204.7 39.4 19.1 3.1

2930: Havana St & Costilla Ave/Briarwood Ave Performance by movement

Movement All Denied Del/Veh (s) 40.1 Total Del/Veh (s) 172.2

Dry Creek Corridor Future Conditions SimTraffic Report Page 3 SimTraffic Performance Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 3111: Havana St & Easter Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 0.1 315.1 328.9 304.0 0.0 0.0 0.0 0.5 0.0 0.1 Total Del/Veh (s) 47.0 53.9 21.0 449.5 224.7 221.8 11.9 20.4 36.0 64.2 16.4 9.2

3111: Havana St & Easter Ave Performance by movement

Movement All Denied Del/Veh (s) 115.2 Total Del/Veh (s) 142.2

3599: Inverness Blvd & Dry Creek Rd Performance by movement

Movement EBL EBT EBR WBL WBT NBL NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 4.0 0.3 0.1 0.1 Total Del/Veh (s) 63.7 5.8 3.3 62.2 66.7 101.6 16.3 53.9 44.6

3600: 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) 0.0 0.0 0.0 0.0 0.2 0.0 233.9 269.6 234.8 5.5 0.7 0.3 Total Del/Veh (s) 27.4 18.0 14.4 88.7 113.0 107.1 97.8 141.8 58.4 95.4 95.6 79.8

3600: Inverness Dr East & Dry Creek Rd/Havana St Performance by movement

Movement All Denied Del/Veh (s) 67.6 Total Del/Veh (s) 75.0

3885: Havana St & Geddes Ave Performance by movement

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 3.6 0.1 0.2 1.9 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 47.6 47.8 21.2 81.2 68.6 16.1 21.3 20.0 24.5 26.4 16.2 17.9

3885: 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) 279.4 Total Del/Veh (s) 1469.6

Dry Creek Corridor Future Conditions SimTraffic Report Page 4 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 84 307.4 567.3 0.2 2 4 180.8 24 58.3 65.9 0.1 5 9 27.0 Chester St 72 216.4 228.9 0.2 3 4 147.7 I-25 @ W Ramp 8 53.7 64.5 0.1 7 7 54.6 628 43.9 47.5 0.0 3 3 44.7 I-25 @ E Ramp 627 11.1 21.2 0.1 19 20 9.7 I-25 @ E Ramp 10 2.0 4.3 0.0 28 29 1.8 16 13.6 19.6 0.0 9 12 8.9 Inverness Dr West 79 4.9 6.4 0.0 17 19 4.3 Inverness Blvd 3599 4.6 20.1 0.2 30 29 5.7 Inverness Dr East 3600 17.9 28.6 0.1 15 14 19.8 Total 733.8 1074.3 1.1 5 7 505.0

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 2 370.0 3 259.8 1 493.6 2 4 68.2 4 63.9 2 119.7 6 Chester St 3 210.1 3 212.7 2 303.8 2 I-25 @ W Ramp 7 59.7 8 46.6 7 54.9 8 3 44.1 4 42.5 4 43.0 3 I-25 @ E Ramp 19 10.7 18 12.1 19 11.1 18 I-25 @ E Ramp 29 1.8 29 1.8 24 2.7 27 8 17.1 14 5.9 5 30.4 13 Inverness Dr West 19 4.4 17 4.9 17 5.1 15 Inverness Blvd 31 4.2 31 4.4 31 4.2 31 Inverness Dr East 15 19.0 16 16.6 15 18.3 17 Total 5 809.1 5 671.2 3 1086.8 5

Dry Creek Corridor Future Conditions SimTraffic Report Page 5 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 3599 68.5 78.7 0.1 6 6 58.5 Clinton St 79 121.0 135.2 0.2 5 5 105.4 16 11.8 14.3 0.0 8 10 8.9 I-25 @ E Ramp 10 38.6 44.8 0.0 4 5 30.0 627 17.6 19.3 0.0 6 7 16.2 I-25 @ W Ramp 628 73.5 83.2 0.1 5 4 88.9 I-25 @ W Ramp 8 20.0 22.7 0.0 7 6 22.7 Chester St 72 119.1 131.6 0.1 4 3 146.8 24 90.2 104.1 0.2 6 5 108.0 Yosemite St 84 45.6 52.8 0.1 6 5 49.1 Total 605.8 686.8 0.9 5 5 634.5

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 5 77.7 8 45.1 5 80.9 5 Clinton St 4 129.9 5 100.3 4 135.9 4 8 11.5 9 9.6 6 16.5 7 I-25 @ E Ramp 4 38.7 4 32.9 3 54.0 4 6 18.1 6 17.2 6 19.4 6 I-25 @ W Ramp 4 78.7 5 65.5 5 70.1 5 I-25 @ W Ramp 7 21.5 8 16.9 8 18.0 7 Chester St 3 128.8 4 114.5 5 92.2 4 6 80.1 6 89.8 7 71.3 5 Yosemite St 6 41.3 6 46.8 6 41.7 5 Total 5 626.2 5 538.7 5 599.9 5

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 3885 20.5 38.3 0.2 21 22 18.3 Easter Ave 3111 14.9 34.7 0.2 26 28 11.9 Briarwood Ave 2930 181.8 206.7 0.4 6 4 277.5 Arapahoe Rd 598 215.4 223.8 0.1 2 2 231.9 Total 432.6 503.6 1.0 7 6 539.7

Dry Creek Corridor Future Conditions SimTraffic Report Page 6 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 19 23.9 22 18.8 22 20.0 21 Easter Ave 24 17.1 26 14.2 26 14.6 24 Briarwood Ave 11 90.2 11 92.3 7 176.9 5 Arapahoe Rd 3 173.2 2 201.7 2 238.8 2 Total 9 304.4 9 326.9 7 450.2 6

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 598 191.2 977.6 0.1 2 2 224.4 Costilla Ave 2930 15.0 26.0 0.1 18 20 12.1 Easter Ave 3111 19.5 46.7 0.4 29 31 16.8 Geddes Ave 3885 22.3 41.7 0.2 22 31 8.9 Inverness Dr East 3600 110.4 128.7 0.2 6 14 38.2 Total 358.3 1220.6 1.1 9 10 300.3

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 3 159.1 2 197.6 2 188.1 2 Costilla Ave 17 17.1 20 13.5 19 14.8 18 Easter Ave 26 24.5 32 14.8 32 16.2 26 Geddes Ave 13 48.7 31 9.3 23 19.8 25 Inverness Dr East 4 163.2 11 55.3 4 169.4 6 Total 8 412.5 10 290.4 8 408.2 9

Dry Creek Corridor Future Conditions SimTraffic Report Page 7 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 8: Dry Creek Rd & I-25 @ W Ramp

Movement EB EB EB WB WB WB SW Directions Served TTTTTTR Maximum Queue (ft) 683 737 692 176 179 181 201 Average Queue (ft) 664 680 287 164 113 102 69 95th Queue (ft) 679 921 771 199 235 232 212 Link Distance (ft) 650 650 650 93 93 93 108 Upstream Blk Time (%) 47 34 6 68 34 31 28 Queuing Penalty (veh) 560 402 72 686 340 315 195 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Intersection: 10: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB WB WB WB WB NE Directions Served TTTTTTTR Maximum Queue (ft) 17 24 58 356 373 351 253 10 Average Queue (ft) 1 2 5 310 316 268 40 1 95th Queue (ft) 18 25 41 440 443 402 191 10 Link Distance (ft) 64 64 64 255 255 255 255 114 Upstream Blk Time (%) 0 0 1 47 39 21 0 Queuing Penalty (veh) 1 2 4 483 402 217 2 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 TTTTTRTTTT Maximum Queue (ft) 214 194 132 173 326 108 174 178 165 119 Average Queue (ft) 63 69 25 26 55 7 121 135 66 73 95th Queue (ft) 209 199 138 142 228 79 223 217 171 136 Link Distance (ft) 255 255 255 255 255 255 39 39 39 39 Upstream Blk Time (%) 32101040381529 Queuing Penalty (veh) 12 10 2130410388155300 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Dry Creek Corridor Future Conditions SimTraffic Report Page 8 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 LTTTRTTTLLTT Maximum Queue (ft) 209 848 827 738 114 402 388 383 277 290 798 810 Average Queue (ft) 58 820 556 227 23 327 259 83 227 287 784 726 95th Queue (ft) 205 989 1020 616 94 521 527 315 335 310 795 938 Link Distance (ft) 772 772 772 367 367 367 650 650 Upstream Blk Time (%) 90 18 0 60 26 4 84 58 Queuing Penalty (veh) 454 88 0 304 133 18 785 540 Storage Bay Dist (ft) 185 140 265 265 Storage Blk Time (%) 94 15 0 11 41 41 Queuing Penalty (veh) 52 12 0 99 386 248

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) 801 797 107 124 394 427 490 102 115 512 Average Queue (ft) 674 505 48 58 260 410 465 89 112 491 95th Queue (ft) 977 1055 109 126 501 430 483 133 134 508 Link Distance (ft) 650 650 387 387 387 472 Upstream Blk Time (%) 47 32 2 61 64 86 Queuing Penalty (veh) 442 298 5 203 214 0 Storage Bay Dist (ft) 110 110 90 90 Storage Blk Time (%) 2 4 2 48 62 12 Queuing Penalty (veh) 3 7 5 164 211 118

Dry Creek Corridor Future Conditions SimTraffic Report Page 9 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) 102 121 72 106 114 236 305 833 844 828 134 148 Average Queue (ft) 89 94 14 65 86 151 257 744 761 778 93 133 95th Queue (ft) 117 125 52 119 128 278 375 985 983 951 160 145 Link Distance (ft) 39 39 39 39 39 804 804 804 57 57 Upstream Blk Time (%) 77 75 2 14 23 20 19 23 68 96 Queuing Penalty (veh) 338 333 9 62 101 212 199 234 297 417 Storage Bay Dist (ft) 280 280 Storage Blk Time (%) 0 8 58 Queuing Penalty (veh) 2 74 84

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) 140 141 154 720 708 615 Average Queue (ft) 114 125 87 650 637 222 95th Queue (ft) 175 171 191 796 799 659 Link Distance (ft) 57 57 713 713 713 Upstream Blk Time (%) 71 69 43 39 9 Queuing Penalty (veh) 308 299 106 96 21 Storage Bay Dist (ft) 130 Storage Blk Time (%) 2 96 Queuing Penalty (veh) 4 57

Dry Creek Corridor Future Conditions SimTraffic Report Page 10 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) 205 928 934 320 458 467 172 800 809 786 215 1497 Average Queue (ft) 104 727 722 318 439 418 77 741 691 518 199 1331 95th Queue (ft) 260 1134 1134 337 461 530 148 978 1060 1076 280 1687 Link Distance (ft) 915 915 367 367 367 772 772 772 1455 Upstream Blk Time (%) 44 43 90 26 24 10 2 42 Queuing Penalty (veh) 184 181 954 282 191 76 15 0 Storage Bay Dist (ft) 180 295 190 Storage Blk Time (%) 20 77 90 7 70 10 Queuing Penalty (veh) 81 142 980 41 265 37

Intersection: 84: Yosemite St & Dry Creek Rd

Movement NB NB SB SB SB SB Directions Served TRLTTR Maximum Queue (ft) 1493 190 280 477 484 463 Average Queue (ft) 1310 187 252 463 409 116 95th Queue (ft) 1726 202 352 475 626 342 Link Distance (ft) 1455 453 453 453 Upstream Blk Time (%) 46 62 28 1 Queuing Penalty (veh) 0 275 125 6 Storage Bay Dist (ft) 165 255 Storage Blk Time (%) 22 51 49 44 Queuing Penalty (veh) 100 194 296 109

Dry Creek Corridor Future Conditions SimTraffic Report Page 11 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 LTTTRLLTTTRL Maximum Queue (ft) 390 1988 1942 1873 355 317 330 2686 2678 2638 460 155 Average Queue (ft) 384 1329 1311 1212 209 306 325 2107 2072 1654 132 141 95th Queue (ft) 397 2003 1977 1900 459 337 335 3066 3045 3108 455 170 Link Distance (ft) 2300 2300 2300 2655 2655 2655 Upstream Blk Time (%) 1 27 9 2 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft) 365 330 305 305 510 130 Storage Blk Time (%) 98 7 23 0 54 85 2 8 0 61 Queuing Penalty (veh) 753 11 81 1 422 667 7 16 0 147

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) 589 590 595 365 262 275 588 552 Average Queue (ft) 517 562 570 305 247 269 558 369 95th Queue (ft) 741 631 619 497 287 292 577 628 Link Distance (ft) 575 575 575 542 542 Upstream Blk Time (%) 40 39 47 83 5 Queuing Penalty (veh) 239 232 277 0 0 Storage Bay Dist (ft) 340 250 250 Storage Blk Time (%) 80 68 3 6 72 19 Queuing Penalty (veh) 193 274 12 13 169 84

Dry Creek Corridor Future Conditions SimTraffic Report Page 12 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 627: I-25 @ E Ramp & Dry Creek Rd

Movement EB EB EB EB EB WB WB WB WB WB NB NB Directions Served LL TTTTTTTRLLT Maximum Queue (ft) 617 570 378 172 205 64 107 126 121 21 184 193 Average Queue (ft) 533 511 77 60 73 41 88 108 103 1 173 166 95th Queue (ft) 678 632 268 153 182 84 147 120 131 21 181 203 Link Distance (ft) 535 535 535 535 535 64 64 64 64 82 82 Upstream Blk Time (%) 14 10 0 1 28 75 45 0 84 73 Queuing Penalty (veh) 82 59 0 0 291 768 464 1 210 181 Storage Bay Dist (ft) 95 Storage Blk Time (%) 1 28 Queuing Penalty (veh) 6 220

Intersection: 627: I-25 @ 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 Queuing and Blocking Report PM Peak Hour Year 2040 Traffic Volumes 1/12/2016 Intersection: 628: Dry Creek Rd & I-25 @ W Ramp

Movement EB EB EB EB EB WB WB WB WB WB SB SB Directions Served TTTTRLLTTTLLT Maximum Queue (ft) 92 242 231 240 93 455 528 559 567 571 124 121 Average Queue (ft) 89 227 144 203 66 143 204 533 475 395 67 70 95th Queue (ft) 98 235 261 288 130 359 477 625 669 682 150 155 Link Distance (ft) 93 93 93 535 535 535 535 535 53 53 Upstream Blk Time (%) 49 68 21 27 1 0 0 30 7 2 52 57 Queuing Penalty (veh) 0 807 244 322 0 1 3 222 54 17 124 137 Storage Bay Dist (ft) 90 235 Storage Blk Time (%) 54 68 27 1 Queuing Penalty (veh) 360 452 237 8

Intersection: 628: Dry Creek Rd & I-25 @ W Ramp

Movement SB Directions Served R Maximum Queue (ft) 129 Average Queue (ft) 115 95th 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 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) 215 770 712 124 1430 1438 174 1013 1018 1045 210 353 Average Queue (ft) 192 445 373 67 1072 1222 107 628 622 685 122 132 95th Queue (ft) 257 975 893 145 1861 1766 222 1202 1193 1254 226 298 Link Distance (ft) 1330 1330 1414 1414 1879 1879 1879 575 Upstream Blk Time (%) 42 51 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 190 100 150 185 Storage Blk Time (%) 69 0 8 18 6 53 8 3 Queuing Penalty (veh) 42 0 8 26 25 98 35 9

Intersection: 2930: Havana St & Costilla Ave/Briarwood Ave

Movement SB SB Directions Served TR Maximum Queue (ft) 293 49 Average Queue (ft) 107 14 95th Queue (ft) 248 42 Link Distance (ft) 575 575 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) 162 425 2157 2157 33 215 440 680 200 564 395 170 Average Queue (ft) 72 424 2128 2121 5 108 157 322 173 246 123 84 95th Queue (ft) 139 427 2153 2209 24 204 360 759 244 609 346 175 Link Distance (ft) 455 2109 2109 1218 1218 1218 1879 1879 1879 Upstream Blk Time (%) 92 82 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 400 200 175 Storage Blk Time (%) 28 69 1 38 0 Queuing Penalty (veh) 154 375 0 90 1

Dry Creek Corridor Future Conditions SimTraffic Report Page 15 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) 29 69 92 107 29 174 553 572 560 93 182 38 Average Queue (ft) 5 14 35 53 7 66 443 467 473 58 44 10 95th Queue (ft) 26 58 85 112 24 197 704 702 687 106 148 30 Link Distance (ft) 804 804 804 804 526 526 526 340 144 Upstream Blk Time (%) 14 17 22 Queuing Penalty (veh) 140 174 231 Storage Bay Dist (ft) 145 150 70 Storage Blk Time (%) 53 29 0 Queuing Penalty (veh) 29 9 0

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) 111 270 298 332 155 862 871 889 174 296 311 175 Average Queue (ft) 12 105 143 181 65 475 494 518 161 276 283 117 95th Queue (ft) 74 232 290 330 168 1100 1117 1136 210 312 301 240 Link Distance (ft) 526 526 526 1076 1076 1076 266 266 Upstream Blk Time (%) 3 3 5 46 77 Queuing Penalty (veh) 20 20 37 0 0 Storage Bay Dist (ft) 200 130 150 150 Storage Blk Time (%) 2 0 43 22 49 82 1 Queuing Penalty (veh) 0 0 34 72 161 102 2

Intersection: 3600: Inverness Dr East & Dry Creek Rd/Havana St

Movement SB SB Directions Served L TR Maximum Queue (ft) 69 204 Average Queue (ft) 22 105 95th Queue (ft) 64 201 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 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) 164 241 137 225 717 133 59 276 357 440 42 186 Average Queue (ft) 115 67 56 207 347 69 26 91 145 193 10 62 95th Queue (ft) 181 199 119 259 691 119 56 220 323 416 36 228 Link Distance (ft) 794 794 1738 1738 1076 1076 1076 1218 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 200 190 200 Storage Blk Time (%) 14 40 0 1 4 Queuing Penalty (veh) 3 54 1 1 1

Intersection: 3885: Havana St & Geddes Ave

Movement SB SB Directions Served T TR Maximum Queue (ft) 198 214 Average Queue (ft) 69 83 95th Queue (ft) 238 247 Link Distance (ft) 1218 1218 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh)

Zone Summary Zone wide Queuing Penalty: 28622

Dry Creek Corridor Future Conditions SimTraffic Report Page 17

APPENDIX

APPENDIX D

QUEUE LENGTHS

APPENDIX Existing and 2040 Intersection Queue Lengths

TH 95 PERCENTILE QUEUE LENGTH (FEET) DRY CREEK ROAD SEGMENT EXISTING 2040 AVAILABLE INTERSECTION AM PEAK PM PEAK AM PEAK PM PEAK DIRECTION MOVEMENT STORAGE APPROACH HOUR HOUR HOUR HOUR (FEET) Left 120 86 208 400 279 Yosemite St Through 920 647 356 1357 522 Left 180 32 14 43 19 Chester St / Alton Ct Through 1200 491 210 613 373 Right 135 18 1 17 1 Through 870 343 418 474 772 I‐25 West Ramps Right 375 56 171 103 554 Left 450 58 451 0 498 Eastbound I‐25 East Ramps Through 450 67 90 72 47 Inverness Dr W / Left 225 158 194 180 229 Clinton St Through 475 661 85 1359 112 Left 145 0 0 15 0 Inverness Blvd Through 800 19 242 1225 479 Right 800 0 4 0 6 Left 190 40 1 83 4 Inverness Dr East Through 550 262 41 1197 761 Left 190 16 5 53 33 Geddes St Through 1120 160 66 160 192 Left 190 1 2 1 2 Easter Ave Through 1225 122 105 268 313 Right 1225 155 560 1069 1251 Northbound Left 150 107 30 129 96 Costilla Through 1860 249 177 356 468 Left 85 139 189 268 365 Arapahoe Through 560 148 255 344 691 Right 340 84 316 134 401 Source: Synchro 9 Analysis, SEH

APPENDIX

TH 95 PERCENTILE QUEUE LENGTH (FEET) DRY CREEK ROAD SEGMENT EXISTING 2040 AVAILABLE INTERSECTION AM PEAK PM PEAK AM PEAK PM PEAK DIRECTION MOVEMENT STORAGE APPROACH HOUR HOUR HOUR HOUR (FEET) Left 170 36 432 42 810 Easter Ave Through 1865 53 150 101 220 Left 190 20 2 118 2 Geddes St Through 1240 85 98 362 295 Southbound Left 180 127 106 450 351 Costilla Through 545 180 181 344 364 Right 260 0 0 3 9 Left 255 70 209 100 376 Arapahoe Through 800 135 154 346 408 Left 135 32 30 108 64 Inverness Dr E Through 1100 210 202 78 377 Left 145 2 13 5 15 Inverness Blvd Through 520 15 331 92 1023 Inverness Dr W / Left 200 141 47 372 79 Clinton St Through 760 147 763 316 1291 I‐25 E Ramps Through 500 149 133 244 140 Westbound Left 450 164 338 246 420 I‐25 W Ramps Through 450 299 370 527 658 Left 230 410 277 724 508 Chester St Through 835 193 234 254 1184 Right 835 199 7 765 103 Left 170 207 508 497 615 Yosemite St Through 1200 27 947 42 1035 Right 1200 1 232 1 220 Left 400 358 122 527 115 I‐25 SB Off Ramp Right 400 170 247 413 627 Left 270 252 154 661 371 I‐25 NB Off Ramp Right 270 281 105 419 159 Source: Synchro 9 Analysis, SEH

APPENDIX

APPENDIX E

TRAVEL DEMAND FORECAST INFORMATION

APPENDIX Population, Households and Employment in Travel Demand Model

TAZ ID TOTAL EMPLOYMENT TOTAL HOUSEHOLDS 2015 2040 2015 2040 251 50 50 0 260 253 651 1,150 0 0 743 750 1,013 0 0 2227 1,815 1,815 397 397 2228 2,800 8,001 0 598 2229 1,439 1,439 0 0 2230 1,549 8,054 0 0 2231 142 142 903 903 2232 159 159 690 690 2237 387 387 1,152 1,152 2238 433 940 304 867 2239 2,682 2,682 0 0 2240 1,338 5,399 0 306 2241 2,956 2,956 0 0 2242 2,200 5,044 164 539 2243 1,000 2,611 0 0 2244 531 531 786 786 2260 488 685 1,564 1,600 2261 268 274 207 207 2265 2,716 2,716 2 2 2266 1,042 1,144 0 0 2267 1,570 2,430 6 6 2268 778 870 0 0 2269 570 599 0 0 2270 420 554 230 306 2282 2,343 2,343 320 320 2283 950 1,805 0 0 2284 970 978 0 0 2290 1,605 2,445 0 0 2291 450 800 1,200 1,200 2292 850 1,417 0 0 2293 2,701 3,136 0 0 2352 0 844 0 0 2358 3,467 5,243 300 2,138 2360 3,183 4,957 0 0 2593 1,700 2,125 0 285 2609 750 1,125 0 0 2720 850 1,417 0 0 2748 420 554 0 75 2751 1,461 2,338 0 0 2756 854 895 0 0 2759 518 579 0 0 TOTAL 51,806 84,646 8,225 12,637 Source: DRCOG 2015, DEA

I-25/Dry Creek Road Interchange and Corridor Study Yosemite Street to Easter Avenue

TRAVEL DEMAND MODEL TAZ SYSTEM 2260 2265 2261 2282 2224 2223 2222 E Arapahoe Rd E Arapahoe Rd 743 rwoo 2267 E Bria d A 2284 Ave ve lla S Clinton St S Clinton sti Co 2228 E Family Sports 2227 25

Center

2266 2751 S 2609 Golf Course

2759 n o t 2268 n K e St S Peoria Ave S ter as E E E Easter Ave

S Alton Wy St et 2232 2756 2269 2352 oli SJ B r

S Havana St S Havana S Fulton St S Fulton o n co 2283 s 2229 Pk

S Lima St w Geddes Ave y 2231 2230 2748 S A lt o S Yosemite St S Yosemite n S Clinton C S 2593 t t 2290 253 251 2270 E Dry Creek Rd

e r I ness n Dr E 2238 t v S e

r Dr E r In n e

e t v s e e ss

r s Centennial

e n s

h e

C s Airport l

v n ver

2239 2720 D n I

W 2360 2237 25 2291

S Yosemite St S Yosemite 2241 2293 2240 The Inverness Golf Club Legend Study Area 2244 Traﬃc Analysis Roadways Nichols Ave 2292 2358 Traﬃc Analysis Zones (TAZ) 2242 2243 TAZ Split

APPENDIX

APPENDIX F

LEVEL OF SERVICE OF SAFETY INFORMATION

APPENDIX