No preview available
HomeMy WebLinkAbout05/14/2015 - Planning And Zoning Board - Agenda - Regular MeetingJennifer Carpenter, Chair City Council Chambers Kristin Kirkpatrick, Vice Chair City Hall West Jeff Hansen 300 Laporte Avenue Gerald Hart Fort Collins, Colorado Emily Heinz Michael Hobbs Cablecast on City Cable Channel 14 Jeffrey Schneider on the Comcast cable system The City of Fort Collins will make reasonable accommodations for access to City services, programs, and activities and will make special communication arrangements for persons with disabilities. Please call 221-6515 (TDD 224- 6001) for assistance. Regular Hearing May 14, 2015 • ROLL CALL • AGENDA REVIEW • CITIZEN PARTICIPATION (30 minutes total for non-agenda topics) • CONSENT AGENDA 1. Draft April 9, 2015, P&Z Hearing Minutes The purpose of this item is to review and approve the Draft April 9, 2015, Planning and Zoning Board Hearing Minutes. • DISCUSSION AGENDA 2. CSU Parking Lot at Research Boulevard SPAR #150002 PROJECT DESCRIPTION: This a request for a Site Plan Advisory Review (SPAR) by Colorado State University to construct a new surface parking lot at 2400 Research Boulevard (parcel #'s 9723300901and 9723400906). The parking lot will contain approximately 900 parking stalls, with access points on Research Boulevard, Centre Avenue and Gillette Drive. Parcel 9723300901 is approximately 7.5 acres (area shown with the white background the vicinity map) and is located in the Employment (E) zone district. The second parcel is approximately 3.5 acres and is on the CSU south campus. Planning and Zoning Board Agenda Planning and Zoning Board Page 1 May 14, 2015 1 This portion of the project has remained in the Fourth College Annexation, and in Board of Governor's ownership from 1965 to today, and is not subject to a SPAR review. The total project area is approximately 11 acres. The 7.5 acre parcel in the Employment zone is a part of the CSURF Centre for Advanced Technology Overall Development Plan (ODP). A copy of this ODP is attached with this staff report. APPLICANT: David Hansen Colorado State University Landscape Architect Facilities Management 6030 Campus Delivery Fort Collins, CO 80523 3. CSU South College Parking Garage SPAR #150003 PROJECT DESCRIPTION: This is a request for a Site Plan Advisory Review (SPAR) by Colorado State University to construct a new parking garage adjacent to the CSU campus (Parcel #9714413904). The site is located at the southeast corner of West Pitkin Street and the Mason BRT. The site is 2.6 acres and is located in the Community Commercial (CC) zone district. The proposed garage is four stories with a total of approximately 662 parking spaces. The garage will replace an existing portion of a CSU surface parking lot, resulting in a net gain of approximately 450 parking spaces. The University Alumni Center and University Square office buildings are adjacent to the structure to the east while the Mason Trail and MAX BRT are adjacent to the west. The structure would be managed by CSU Parking and Transportation Services (PTS) and access would require a permit or meter payment. A proposed CSU Medical Center is located south of this parking garage at the northwest corner of Prospect and College, and will likely utilize a portion of the garage parking spaces. The Medical Center building will be submitted to the Planning and Zoning Board as a separate project and is also subject to a SPAR review. APPLICANT: David Hansen Colorado State University Landscape Architect Facilities Management 6030 Campus Delivery Fort Collins, CO 80523 4. 2015 Spring Round of the Bi-Annual Revisions, Clarifications and Additions to the Land Use Code PROJECT DESCRIPTION: This is a request for a Recommendation to City Council regarding the bi-annual update to the Land Use Code. There are proposed revisions, clarifications and additions to the Code that address a variety of subject areas that have arisen since the last bi-annual update in December of 2014. APPLICANT: City of Fort Collins 5. Harmony & Strauss Cabin Convenience Shopping Center PROJECT DESCRIPTION: This is a request for a Project Development Plan (PDP) for commercial development on 13 acres located at the southeast corner of East Harmony Road and Strauss Cabin Road in the H-C, Harmony Corridor zone district. The project proposes 9 buildings, with potential uses of bank, restaurant, retail, and health and membership club. Buildings are one and two stories. Total proposed floor area is 84,000 square feet. The plan includes improvements to the Harmony Road & Strauss Cabin Road intersection. City of Fort Collins Page 2 2 APPLICANT: Joseph J Kish Post Modern Development 144 N Mason St. Unit #4 Fort Collins, CO 80524 • OTHER BUSINESS • ADJOURNMENT City of Fort Collins Page 3 3 Agenda Item 1 AGENDA ITEM SUMMARY May 14, 2015 Planning and Zoning Board STAFF Cindy Cosmas, Administrative Assistant SUBJECT Draft April 9, 2015, P&Z Hearing Minutes EXECUTIVE SUMMARY The purpose of this item is to review and approve the Draft April 9, 2015, Planning and Zoning Board Hearing Minutes. ATTACHMENTS 1. Draft April 9, 2015, P&Z Minutes (DOC) Item # 1 Page 1 4 Jennifer Carpenter, Chair City Council Chambers Kristin Kirkpatrick, Vice Chair City Hall West Jeff Hansen 300 Laporte Avenue Gerald Hart Fort Collins, Colorado Emily Heinz Michael Hobbs Cablecast on City Cable Channel 14 Jeffrey Schneider on the Comcast cable system The City of Fort Collins will make reasonable accommodations for access to City services, programs, and activities and will make special communication arrangements for persons with disabilities. Please call 221-6515 (TDD 224-6001) for assistance. Regular Hearing April 9, 2015 Chair Carpenter called the meeting to order at 6:00 p.m. Roll Call: Carpenter, Kirkpatrick, Hansen, Hart, Heinz, Hobbs and Schneider Absent: None Staff Present: Kadrich, Eckman, Gloss, Beals, Everette, Langenberger, Olson, and Cosmas Agenda Review Chair Carpenter provided background on the board’s role and what the audience could expect as to the order of business. She described the following processes: • While the City staff provides comprehensive information about each project under consideration, citizen input is valued and appreciated. • The Board is here to listen to citizen comments. Each citizen may address the Board once for each item. • Decisions on development projects are based on judgment of compliance or non-compliance with city Land Use Code. • Should a citizen wish to address the Board on items other than what is on the agenda, time will be allowed for that as well. • This is a legal hearing, and the Chair will moderate for the usual civility and fairness to ensure that everyone who wishes to speak can be heard. Planning and Zoning Board Minutes 5 Planning & Zoning Board April 9, 2015 Page 2 Director Kadrich reviewed the items on the Consent and Discussion agendas, and she explained the process for each. She also explained that 201 E. Elizabeth was removed from the agenda and the various way citizens can express their opinions on that project. Public Input on Items Not on the Agenda: Mark Havens, 215 E. Elizabeth, stated his opposition to the 201 E. Elizabeth project’s intent to convert a home to a fraternity house and encouraged the City to perform due diligence. Tom Laupa, 1003 Remington Street, stated that the neighborhood had changed over the years and how putting in a fraternity house would not be beneficial in the long run. Amanda Giuliani, 331 Locust Street, stated her frustration with the transitioning of the 201 E. Elizabeth project and feels that her she does not have a true voice in the process. Cindy Laupa, 1003 Remington Street, stated that the City codes have not been properly updated to reflect current parking standards and that they should not be based on 1963 codes. Jerry Gavaldon, 1252 Solstice, stated his concern with the process for projects such as 201 E. Elizabeth and feels this process should be reviewed and revised if necessary. Staff Response Director Kadrich addressed the citizen’s concerns regarding 201 E. Elizabeth, acknowledging that the project process had been restarted because it was determined to have been inaccurately submitted. She also confirmed that she will be reviewing the Planning Department’s internal processes to ensure similar situations do not occur. She acknowledged the comments that had been received regarding the parking and occupancy issues related to fraternities. She reminded the group that she, Noah Beals, and Cameron Gloss would be on hand after this hearing to hear citizen comments and concerns. Chair Carpenter reiterated those remarks, and she commended Staff on their efforts to make this process as transparent as possible. Deputy City Attorney Eckman stated that, while there will be a specific process for this project, the outcome will not be determined by the P&Z Board. The CDNS Director would be making an administrative decision, and this decision could be appealed to the Zoning Board of Appeals. Vice Chair Kirkpatrick also stated her empathy with the situation and the related frustrations by both neighbors and applicants. Consent Agenda: 1. Draft Minutes from March 12, 2015, P&Z Hearing Public Input on Consent Agenda: None noted. Member Hart made a motion that the Planning and Zoning Board approve the April 9, 2015, Consent agenda, including the minutes from the March 12, 2015, Planning and Zoning Board hearing. Member Heinz seconded. Vote: 7:0. 6 Planning & Zoning Board April 9, 2015 Page 3 Discussion Agenda: 2. Young People’s Learning Center PDP with Additional Permitted Use (APU) Project: Young People’s Learning Center PDP with Additional Permitted Use (APU) Project Description: This is a request for approval of a Project Development Plan (PDP) with Addition of a Permitted Use (APU) for the expansion of the Young Peoples Learning Center. The project is located at 209 E. Plum St., Fort Collins, CO 80524. The property is split over two zone districts – the Neighborhood Conservation Medium Density (NCM) district on the eastern lot and the Neighborhood Conservation Buffer (NCB) district on the western lot. The project proposes to add approximately 1721 square feet to the second story of the existing building. Some of the new space would continue to be used for child care purposes, with the rest of the space dedicated to office use. Child care is permitted in both the NCM and NCB districts, subject to basic development review. The new use, professional office, is permitted in the NCB district, subject to Planning and Zoning Board review. Professional offices are not permitted in the NCM district, and so would require an Addition of Permitted Use (APU). Additional site and building improvements are proposed to comply with current standards, including the addition of a trash/recycling enclosure, covered bicycle parking, upgrades to the building’s exterior, and the relocation of a fence that currently extends beyond the property line. No additional vehicle parking spaces are proposed, and a Modification of Standard to the off-street parking requirements is requested. Twenty (20) bicycle parking spaces are proposed. Recommendation: Approval Staff and Applicant Presentations Secretary Cosmas reported that one item had been received since the work session – a hand-drawn depiction from the Applicant of the proposed building changes. Planner Everette gave an overall presentation of this project. She included the conditions that would be present with the APU and the modification to the parking plan. She included some of the public comments related to the modification request, including citizen concerns over parking, visibility, combined effect of spillover parking from CSU students, and increased traffic generation. Heather Griffith, Applicant and Executive Director of the Center, gave a separate presentation of the project, including a history of the project. She reviewed the reasons behind the proposed expansion, the benefits of having an on-site child service center, and the logic supporting the number of offices proposed. She also stated that she is open to suggestions for improvement, and she mentioned that she doesn’t believe that the future parking will be an issue. 7 Planning & Zoning Board April 9, 2015 Page 4 Staff/Applicant Response to Citizen Concerns Board members asked questions on the hours restrictions for both the daycare center and the office employees. Ms. Griffith responded that she did not anticipate impacts with specific hours of operation and that the offices may not be open during the same time as the daycare center. Planner Everette also stated that staff was recommending a limited number of hours for operation to match daycare center and to preserve compatibility with the neighborhood. Board members also asked about the relationships between office employees and the daycare center. Ms. Griffith responded that the office employees will be connected to the daycare center in some type of related capacity (i.e. occupational therapists, speech therapists, family therapists, etc.). In addition, that space could be utilized by art classrooms or by Front Range Community College for cohort work with teachers and parents. However, the office space has not been firmly defined, so it is still unclear as to how many employees will be filling that space. Most of the employees will be part-time; only the occupational therapist will be present full-time. Board members also inquired as to what had been considered for a building design. Ms. Griffith explained that the current design had been developed with the help of the City Design Assistance program. She also responded to questions about the playground by saying she would prefer not to alter the parking area to encroach onto the playground; any playground reduction would require removal of the sand box or trike circle, and she is trying to avoid raising the child care rates. Planner Everette reviewed the parking space requirements and the changes with consideration to the possible increase in staffing levels. Public Input Dennis Griffith, Owner of the Center, stated that he believes that this project is a great opportunity to improve the overall beauty of the building. In addition, he stated that the playground is extremely important, and he is not in favor of reducing this space with more parking area. He believes that the current parking situation is adequate for both present and future needs. Jennifer Petrik, 334 East Oak Street, stated her support of this project, because the hours will be very beneficial to her family with respect to work schedules. She stated that she feels the future increases to the neighborhood density will be positive in the long run. Aaron Oberndorf, 3416 Killarney Court, a registered Occupational Therapist, spoke in support of this project. His reasons included the number of under-privileged families needing flexible hours to promote parental involvement and that the Center playground is also a part of the therapeutic process. Jessica Kramer, 637 Peterson Street, has a son who attends this facility. She spoke in support of this project and the variances they are requesting, because she feels they are appropriate and does not want to see the size of the playground reduced. Board Questions and Staff Response Board members asked more questions about the hours of operation and the traffic considerations. Joe Olson, City Traffic Operations Department, stated he did not project a significant increase in traffic generation with this project. There was more discussion of appropriate hours of operations with respect to family schedules, neighborhood compatibility, and situational needs. 8 Planning & Zoning Board April 9, 2015 Page 5 Board Deliberation Member Hobbs stated that the community feeling about this project indicates to him that this is overall a good project, and he would prefer not to legislate how they run their business. Vice Chair Kirkpatrick stated her desire to make consistent decisions with this and other projects that promote outside play in an urban setting. Member Heinz agrees and recognizes that the time frames should not be limited; she is in favor of the flexibility of hours of operation. Member Schneider stated that he understands the neighborhood perspective of predictability but also doesn’t want to restrict the hours. Member Hart would also like to see consistency of hours to promote predictability for neighbors. Member Hansen questioned whether other impacts are possible, like traffic issues. He also feels that, while the APU is appropriate and the parking modification appears inconsequential, he still has a concern with the aesthetic look of the building and its compatibility with the neighborhood. Chair Carpenter does not have significant issues with reducing the parking restrictions. Member Hart made a motion that the Planning and Zoning Board approve the Addition of a Permitted Use request to add a professional office use to the Young People’s Learning Center, based on the findings of fact and conclusions on page 13 of the Staff Report, in that the request as amended with dropping condition B, addressing the time of hours of operation, and that the use complies with Section 1.34(A),(B) and (C) of the Land Use Code, and that, based on Section 1.34 (F) of the LUC, the conditions A and C shall be required. Member Hobbs seconded the motion. Vice Chair Kirkpatrick asked to amend the motion to indicate that it would be condition C that would be dropped, not condition B. Member Heinz seconded. Vote: 7:0. Member Hart made a motion that the Planning and Zoning Board approve the modification of standard request to Section 3.2.2(K)(1)(h), because the granting of the modification will not be detrimental to the public good and the plan will not diverge from the standard except in a nominal and inconsequential way, because the existing parking serving the daycare center has proven to serve the existing need and the use is not expanding to any substantial degree. Vice Chair Kirkpatrick seconded the motion. Vote: 7:0. Member Hart made a motion that the Planning and Zoning Board approve the Young People’s Learning Center PDP #140012, based upon the findings of fact on pages 12 and 13 of the Staff Report as amended. Vice Chair Kirkpatrick seconded the motion. Vote: 6:1 with Member Hansen dissenting. Member Hobbs made a final comment about the APU and acknowledged that he still believes it is an excellent overall tool for neighborhood issues. Other Business None noted. The meeting was adjourned at 7:22pm. Laurie Kadrich, CDNS Director Jennifer Carpenter, Chair 9 Agenda Item 2 STAFF REPORT May 14, 2015 Planning and Zoning Board PROJECT NAME CSU PARKING LOT AT RESEARCH BOULEVARD SPAR #150002 STAFF Jason Holland, City Planner PROJECT INFORMATION PROJECT DESCRIPTION: This a request for a Site Plan Advisory Review (SPAR) by Colorado State University to construct a new surface parking lot at 2400 Research Boulevard (parcel #'s 9723300901and 9723400906). The parking lot will contain approximately 900 parking stalls, with access points on Research Boulevard, Centre Avenue and Gillette Drive. Parcel 9723300901 is approximately 7.5 acres (area shown with the white background the vicinity map) and is located in the Employment (E) zone district. The second parcel is approximately 3.5 acres and is on the CSU south campus. This portion of the project has remained in the Fourth College Annexation, and in Board of Governor's ownership from 1965 to today, and is not subject to a SPAR review. The total project area is approximately 11 acres. The 7.5 acre parcel in the Employment zone is a part of the CSURF Centre for Advanced Technology Overall Development Plan (ODP). A copy of this ODP is attached with this staff report. APPLICANT: David Hansen Colorado State University Landscape Architect Facilities Management 6030 Campus Delivery Fort Collins, CO 80523 OWNER: Board of Governors of the Colorado State University System 01 Administration Building Fort Collins, CO 80523 RECOMMENDATION: Approval Item # 2 Page 1 10 Agenda Item 2 EXECUTIVE SUMMARY COMMENTS: 1. Background: The surrounding zoning and land uses are as follows: Direction Zone District Existing Land Uses North CSU Natural Resources Research Center (NRRC) South Employment (E) Offices East CSU Veterinary Teaching Hospital (CSU South Campus) West Employment (E) Existing Offices; Undeveloped Parcel B of the CSURF Centre for Advanced Technology Overall Development Plan In 1965, the entire 11 acre project boundary was included in the Fourth College Annexation. In 1988, the 7.5 acre portion of the project west of the existing tennis courts was first included in the Centre for Advanced Technology Master Plan, which received numerous revisions from 1988 to 2012 as the Centre for Advanced Technology Overall Development Plan. 2. Right of Advisory Review: Colorado Revised Statutes provide two specific references which allow the City to review the planning and location of public facilities: Section 31-23-209, C.R.S. provides that no public building shall be constructed or authorized in a city until the “location, character and extent thereof” has been submitted for approval by the Planning and Zoning Board. In the case of disapproval, the Planning and Zoning Board shall communicate its findings to the applicant’s governing body. The disapproval of the Planning and Zoning Board may be overruled by the Colorado State University Board of Governors by a vote of not less than two-thirds of its membership. 3. Site Plan Advisory Review Procedures: The processing and evaluation of Site Plan Advisory Review applications is governed by Division 2.16 or Article 2 of the Fort Collins Land Use Code. The section further defines the evaluation criteria for the “location, character and extent” of Site Plan Advisory Review applications. Item # 2 Page 2 11 Agenda Item 2 Evaluation criteria: (1) The site location for the proposed use shall be consistent with the land use designation described by the City Structure Plan Map, which is an element of the City's Comprehensive Plan. (2) The site development plan shall conform to architectural, landscape and other design standards and guidelines adopted by the applicant's governing body. Absent adopted design standards and guidelines, the design character of the site development plan shall be consistent with the stated purpose of the respective land use designation as set forth in the City's Comprehensive Plan. (3) The site development plan shall identify the level of functional and visual impacts to public rights-of-way, facilities and abutting private land caused by the development, including, but not limited to, streets, sidewalks, utilities, lighting, screening and noise, and shall mitigate such impacts to the extent reasonably feasible. 4. Evaluation A. Location (Criterion 1) The proposed site meets this requirement with a proposed use that is consistent with the City’s land use designation. The site is within the Employment District, and Parking Lots are listed as a permitted principal Type 1 use in this district. B. Character (Criterion 2) The proposed parking lot meets this requirement by conforming to the landscape and other design standards established by the Colorado State University Aesthetic Guideline and CSU Facilities Construction Standards Manual. The site layout contains four access points - one from Centre Avenue, two from Research Boulevard, and one from Gillette Drive - in order to provide acceptable traffic patterns into and out of the site and improve access to the Veterinary Facility. The proposal provides perimeter sidewalks for access to two Transfort bus routes that currently serve the area in 15 minute intervals (Routes 7 and 34). The parking lot layout is similar to the City’s parking lot layout dimensional standards, providing stall widths of 8.5 feet, lane widths of 24 feet and landscape island widths of 9 feet. The parking lot’s perimeter and interior are adequately landscaped. Perimeter landscaping along the Research and Centre frontages is enhanced, serving to both soften views of the parking and provide a naturalized buffer into the drainage and detention areas to the west and north. This perimeter buffer is a minimum of 40 feet along Research and Centre with a deeper buffer on the project site at the southeast corner of this intersection. The existing trees along this perimeter are proposed to Item # 2 Page 3 12 Agenda Item 2 remain and be incorporated into the perimeter landscape buffer. All lighting provided will be fully shielded and down-directional in conformance with CSU standards. CSU Facilities staff is also coordinating with city staff to meet the City’s detention pond and bio-swale landscaping standards by providing enhanced, naturalized landscaping and water infiltration methods. C. Extent (Criterion 3) The primary focus has been to mitigate the proposal’s functional and visual impacts to surrounding transportation infrastructure and utility services. The impacts were evaluated by CSU and City staff and the following measures were identified and incorporated into the final plans: Traffic Operations: Colorado State University provided a Traffic Impact Study (TIS) that evaluated the impact of the parking lot on a daily basis (different from the Stadium study that evaluated the parking lot function on game days). 1) The TIS identified westbound right turn volumes at Drake/Research well in excess of the volume standards in LCUASS. The daily parking lot traffic will add to this movement. CSU will construct a new westbound right turn lane on the north side of Drake Road at the Drake/Research intersection. 2) CSU and City staff will continue to evaluate options for improving the southbound left turn movement from Research onto Drake. Dual lefts at this location are identified as needed with the proposed CSU Stadium, which will use this parking lot on game day. If possible, intersection improvements could include shortening the existing median on Research and reconfiguring the intersection to incorporate permanent dual lefts. If not feasible, the dual left movement may be incorporated operationally with temporary traffic control on game days, without permanent dual left turn lanes. 3) CSU is coordinating with the City to ensure adequate operations and sight distance for the access points to the parking lot. Drainage Features: 4) Based on discussions with City staff, the main drainage area west and north of the parking lot has been updated to incorporate current City drainage and landscape practices. Updates incorporated into the SPAR plan include: a. Removing the proposed concrete drain pan along Research and providing a more naturalized bio-swale drainage feature that mimics natural infiltration systems. b. Providing a more naturalized landscaping theme to complement the bio- swale design. c. Partnering with City utilities to provide interpretive signage along the drainage area. Item # 2 Page 4 13 Agenda Item 2 d. Providing a more varied detention system with more natural grading/landform patterns in the detention area. e. Providing flush landscape islands in some areas of the parking lot (with no curb and gutter), to provide additional alternative water quality treatment. Other Considerations: 5) Incorporating an additional perimeter sidewalk along the western edge of the parking lot to provide additional connectivity to the bus stop on Centre Avenue and other destinations 6) Incorporation of an enhanced bus stop within the parking lot. 7) Preserving the existing trees along Centre and Research. 5. Neighborhood Meeting: A neighborhood information meeting was held on April 1, 2015. In general, the focus of the discussion centered on issues related to potential traffic and other impacts in the immediate vicinity of the proposed parking lot. The issues and CSU responses from the neighborhood meeting are summarized as follows: • Preference for new parking to occur on campus, in parking garages or under buildings if possible.  CSU acknowledged that this would be a more efficient use of space, but due to ground water typically present at 12 feet below surface elevations, and the high cost of underground parking (typically $30,000 per parking space underground and $15,000 per parking space in structured parking), the surface spaces proposed are the most feasible option. • Concern with the impacts on air quality in the immediate vicinity of the proposed parking lot, and will there be monitoring of air quality at the parking lot.  CSU staff did not comment specifically on whether the proposal would affect air quality in the area, but did explain that the parking provided is intended to replace parking lost on campus, due to CSU losing +/-2000 parking spaces with future campus improvements. • Concern with solar heat gain and preference for light colored asphalt or concrete.  Costs were discussed as a concern with providing an all-concrete parking lot. • Concerns with the increase in bus traffic and automobile traffic on Centre, Research and Drake.  Generally the discussion on this topic acknowledged that there would be an increase in vehicular traffic and that the multiple access points into the parking lot helped to mitigate these impacts. Item # 2 Page 5 14 Agenda Item 2 • Preference for a traffic signal or round-about at the Research / Centre intersection was expressed.  The general discussion on this topic was that neither of these options was warranted by the traffic analysis. • Continued accommodation of parking for the tennis courts was requested.  The general response from CSU staff was that parking spaces for the tennis courts would be incorporated into the parking lot and that these spaces would be open to the public and metered. The number of metered spaces will be based on demand. • Concern with potential light pollution, preference for less light.  CSU staff explained that the light poles used for the parking lot will likely be their first use of LED parking lights, that the lights will be shielded, and that the illumination levels will likely be less than the levels required by City standards. • Concern with parking overflow into neighborhoods and a preference that the south campus be internally parked.  CSU staff explained that that the new parking lot may help mitigate parking overflow in surrounding neighborhoods. • Concern with existing on-street parking on Research Blvd. and cars parked in close proximity to the entrance drives along the west side of Research.  City staff has discussed this concern and is evaluating the impact. Currently “no parking” signs are in place at these drive entrances. Additional options such as marking the drive entrance curbs with red paint are being evaluated. 6. Findings of Fact/Conclusions: A. The CSU Parking Lot SPAR is subject to evaluation by the Planning and Zoning Board, pursuant to State Statute Section 31-23-209, C.R.S. and Fort Collins Land Use Code Section 2.16. B. The location of the CSU Parking Lot is consistent with the permitted uses described in the City’s Structure Plan Map, an element of the City’s Comprehensive Plan. C. The character of the CSU Parking Lot conforms to the landscape and other design standards and guidelines adopted by CSU. D. The extent of the proposed CSU Parking Lot is integrated into the surrounding context Item # 2 Page 6 15 Agenda Item 2 though the use of naturalized drainage features, onsite and perimeter landscaping, adequate pedestrian circulation, acceptable integration with existing transit routes, and the construction of a new dedicated right-turn lane on West Drake Road. E. The proposal is in conformance with the existing CSURF Centre for Advanced Technology Overall Development Plan (ODP). RECOMMENDATION: Staff recommends Planning and Zoning Board approval with the following motion: Approve the CSU Parking Lot at Research Boulevard, Site Plan Advisory Review #SPA150002 based on the findings of fact. ATTACHMENTS 1. CSU SPAR Submittal Narrative (PDF) 2. Vicinity Map (PDF) 3. Area Zoning Map (PDF) 4. Site Plan and Response to Staff Comments (PDF) 5. Landscape Plans (PDF) 6. Parking Lot Traffic Study (PDF) 7. Centre for Advanced Technology ODP (PDF) 8. Neighborhood Meeting Notes (PDF) Item # 2 Page 7 16 Office of Facilities Management Fort Collins, Colorado 80523‐6030 6030 Campus Delivery March 18, 2015 Jason Holland Current Planning Development Review Center 281 North College Avenue Fort Collins, CO 80524 RE: CSU Research Boulevard Parking Lot Dear Jason, The Research Boulevard Parking lot would be a new +/- 900 space surface lot on the CSU south campus. As redevelopment occurs in the core of the campus, parking relocates to the periphery of the campus per the University Master Plan approved by the Board of Governors. The site is approximately 11 acres in total. The north and portions of the east edges of the project are adjacent to the Larimer #2 ditch system. Approximately 3.5 acres of the 11 have been under the continued ownership of Colorado State University. The remaining 7.5 acres have transferred ownership over the years between Colorado State University and Colorado State University Research Foundation. Currently all 11 acres are under the ownership and control of Colorado State University and its Board of Governors. The proposed parking lot would not only serve the immediate south campus veterinary medical campus but also the greater campus community. Parking in these lots would be managed by CSU Parking and Transportation Services and would require permits or payment at meters. Currently there are 2 Transfort bus routes that serve this area, 1 specifically funded by CSU, with a combined 15 minute headway. The parking lot as proposed includes a bus pull out area and a shelter with bathrooms at our existing Tennis Court complex. Users of the lot could access either of these busses and connect to the main campus via this service. A new connection between Research Boulevard and the Veterinary Medical Campus is proposed in these plans. This will allow for greater access to the Medical Campus and supports access for the Transfort bus system. Future plans of Drake Road suggest that access to the facility from its current entry point will be greatly limited by a median. This connection becomes a critical access point in the future for staff and clientele of the campus. 17 This project addresses the Character, Location and Extent requirements of pertinent State Statute and evolving City of Fort Collins SPAR requirements in the following ways: Location- the parking lot is situated along two major city collector streets, Research Boulevard to the West, Centre Avenue to the North. North and East of the project site is the Larimer #2 ditch. East of the project is the existing CSU Tennis Court Complex. Character- The project will conform to the landscape, lighting standards, and materials spelled out in the CSU Aesthetic Guideline and CSU Facilities Construction Standards Manual. Landscape character would be compatible with the existing west parking lot of the adjacent Veterinary Medical Center and a mature landscape along Research Boulevard is preserved. Extent- The site will be a change from existing open space to a paved parking surface. Traffic patterns are expected to change in the area with the addition of this lot. The parking lot will be in support of immediately adjacent CSU functions as well as the Main CSU campus. Sincerely, David Hansen, Campus Landscape Architect Facilities Services Center North Colorado State University Fort Collins, Colorado 80523-6030 970.491.0318 970.491.0105 - fax 18 Colorado State University Beattie Elementary Rocky Mountain Sr High Har Shalom Preschool And Kindergarten Kindercare Learning Centers Spring Creek Country Day School Creekside Park Woodwest Park Lilac Park Rolland Moore Community Park Beattie Park Spring Creek «¬287 Bay Rd Frontage Rd Shire Ct Eagle Dr Sheely Dr Mcclelland Dr Redwing Rd W a g onw h eel D r Worthington Ave Rolland Moore Dr Birky Pl Killd eer Dr R o c k y Mountain W a y H i l l P on d R d Juniper Ln A v ocet Rd M o r s m Colorado State University Har Shalom Preschool And Kindergarten Kindercare Learning Centers Rocky Mountain Sr High Woodwest Park Rolland Moore Community Park Creekside Park SpringPark Creek Lilac Rolland Moore Pond Bay Rd Shire Ct Worthington Ave Rolland Moore Dr Birky Pl Wagonwheel Dr Sheely Dr Killdeer Dr Hi l l P o n d R d Redwing Rd Avocet Rd Powderhorn Dr Mcclelland Dr Wallenberg Dr Fl i c k e r D r G il g alad W a y Davidson Dr Winchester Dr W o r t h i n gton Cir Perennial Ln Eagle Dr M or RELOCATED BUS STOP BUS STOP BIKE PARKING BRIDGE PROPOSED LIGHTING 454 STALLS 448 STALLS TENNIS COURTS EXISTING DETENTION BASIN EXPAND DETENTION BASIN CENTRE AVENUE GILETTE DRIVE LARIMER #2 DITCH RESEARCH BOULEVARD DRAKE ROAD BU BUUUS BUU BBBUU US U STOP STO S ST SSTOP SS P BIK BIKKKKKE KEE KE KKKKKE KKKEE E PAR PAAR PARRRRR AR ARRRRRRRRKING KING K KKKKING KKIN KINNN INN II G BRID RID RIDD ID IDDDDDDDDGE GE GEE GEEEE G 448 STALLS TTTE TTE TE TTT NNNNN NNNNNNNN NNNN NNNNISSS ISSSSSS ISSSS IS CCCCCCCCCCCCCCCOOOU OOOU OU OUUUUUUUUU OUURRT RT RRT RRRRRRRRRR SSSSSSSSSSSSSSSSS EX EEX EEEEE IS ISSS ISSTI TI T NG NNG N DDE DE DDDEETE TE TENT NT NNT NTT NTIO IO IOO IIONNNNNNN BA BBAAASI SI S NNNNNNNNNNNNNNN GI GG LE LEE L TT T EE E EEE DR DRRR DRIV IV IVV IVEEEEEEEEEEE LARI L R MER MEE ME #2 D DD ITCH ITCHH TCH BBBAAAASSS NNNNNNNN FOURTH COLLEGE ANNEXATION - NOT SUBJECT TO REVIEW Q H O O P L R A G B C L L L L L J J H L LEGEND A Flag Note Corresponds to CSU Response Letter to City Staff Dated 4/13/2015 Proposed Underdrain Connections to Bioswales Proposed Future Sidewalk along the West Side of VTH RESEARCH BOULEVARD PARKING LOT Office of Facilities Management Fort Collins, Colorado 80523‐6030 April 13, 2015 Jason Holland City Planner Development Review Center 281 North College Avenue Fort Collins, CO 80524 RE: Research Boulevard Parking Lot –Review, SPA150002. Response to Staff comments of April 6th, 2015. Dear Jason, The Research Boulevard parking lot is still in design, with drawings due to the university and city on April 29th. The general components of the parking lot plan are unchanged in location, and scope from the SPAR submittal. Specific details regarding the engineering of the lot are being further developed based on city staff and neighborhood comments. Most of these changes are documented and addressed in the following responses. Components of the Master Plan Beginning with the master plan of the 1970’s, the University began suggesting that parking would eventually need to move to the periphery of campus creating a more pedestrian friendly core. Forthcoming new construction on both main and south campus is predominantly occurring on existing surface parking lots. As these lots come off line, new parking is needed to replace them. This proposed parking lot would not only serve the immediate south campus veterinary medical campus but also the greater campus community. Daily access to this lot is leveraged through the use of public transportation, of which Route 34 is funded exclusively by CSU. In addition to daily University needs, this parking lot is also a required component of the City/ CSU Stadium IGA. A new connection between Research Boulevard and the Veterinary Medical Campus is proposed in this parking lot. This will allow for greater access to the Medical Campus and supports access for the Transfort bus system. Future plans of Drake Road suggest that access to the facility from its current entry point will be greatly limited by a median. This connection becomes a critical access point in the future for staff and clientele of the campus. Response to Staff Comments - *Note: Comments below are alphabetically coordinated with the attached parking lot site plan. Please see the site plan for further information. Planning Services (Jason Holland): A. Detention and swale slopes should not exceed 4:1. We believe we have capacity in our detention area to accommodate this adjustment to plan. 4:1 is a maintainable slope and is what CSU would typically require in design. B. We believe that the convergence of drive aisles can be managed through a close look at signage considerations, safely giving priority to the appropriate user. 22 C. Lighting will be provided via full cut-off fixtures as well as a dimming system that has motion detection on it. Lighting will be via LED fixtures and will meet CSU foot-candle standards. D. A landscape plant list will be provided as requested. Landscape plant material and design will meet CSU standards. Engineering Development Review (Sheri Langenberger) E. A utility plan as well as a separate site plan set will be provided to the city for approval and signature per city requirements. These will include all requested information from comments where applicable. F. Drive and sidewalk modifications along Centre Avenue and Research Boulevard will meet LCUAS requirements as well as current ADA design standards, and will be constructed as suggested in the comments. G. The project engineer will complete a visibility study for the drive aisle off of Centre Avenue. Site distances will be studied to determine if there is a potential issue. H. It is the intent that new driveways on Research align with existing driveways to the west. Additional information will be provided to document this accordingly. Environmental Planning (Stephanie Blochowiak) I. Colorado State University is not subject to the Land Codes referenced in these comments as the area in question is not subject to review. CSU has its own standards that address tree protection, landscaping, and site lighting. Although different from City code, these standard address the same issues and have the same intent. We believe that the vegetated storm water quality pond planned for this property will have much greater ecological benefit than a ditch buffer that will be impacted annually by ditch maintenance. J. All existing landscape along Research Boulevard will be maintained in the project. This will be enhanced with a landscape backdrop that screens the parking lot. PFA (Jim Lynxweiler) K. Design Engineer will provide turning templates for the parking lot design to show what has been accommodated. Stormwater Engineering (Basil Hamdan) L. Per the meeting with City staff on 4/08/15. The design team will look at alternative design solutions to provide a more “naturalized design”. Some strategies discussed were sculpting the detention area with undulating forms, buffer plantings along slopes of the detention basin. Water quality plantings and infiltration wells* in the base of the detention providing microclimates. Physical design changes to allow parking lot sheet flow into landscape islands through cut curbs. These islands would have underdrains that flow to bioswales where water would be treated. In a joint 23 agreement with city staff, interpretive signage would be provided highlighting the features of the parking lot design and its benefits to storm water quality as a demonstration project. *NOTE: In review of the geotechnical report after this meeting, at a depth of about 10’ there appears to be an impenetrable clay layer. Further discussion needs to be had regarding infiltration wells and whether they are a feasible design solution as no alluvial layer is immediately apparent. Technical Services (Jeff County) No staff comments provided Traffic Operations (Martina Wilkinson) M. Sidewalk ramps will be detailed per LCUAS standards N. Parking lot lane widths will meet CSU standards O. Intersection improvements along Drake Research are under further evaluation with City staff and CSU’s traffic consultant as an outcome of the City/ CSU Stadium IGA. An additional lane at Gillette is potentially feasible. Adjustments to the existing entry island were recently made and may already accommodate this comment. P. A sidewalk will be added on the west side of the parking lot this will aid getting users to the relocated Centre Avenue bus stop as well as existing sidewalks. Outside of the scope of this project, additional internal sidewalks are to be constructed along the west side of the VTH that will accommodate access from this parking lot to the main entry of the facility. Water-Wastewater Engineering (Basil Hamdan) Q. An irrigation tap will not be needed. CSU has existing irrigation infrastructure at the adjacent tennis court facility. This infrastructure is tied to our non-potable system and will be expanded to provide water to the parking lot and streetscape. R. Grading plans call for 5’ of cover over the existing sanitary line in the bottom of the pond. This was determined by potholing efforts that were completed for the design. Sincerely, David Hansen, LEED AP Campus Landscape Architect Facilities Services Center North Colorado State University Fort Collins, Colorado 80523-6030 24 25 26 27 28 Traffic Impact Study Colorado State University South Campus Parking Lot Fort Collins, Colorado Prepared for: Colorado State University 29 TRAFFIC IMPACT STUDY Colorado State University South Campus Parking Lot Fort Collins, Colorado Prepared for Colorado State University 251 Edison Drive Fort Collins, Colorado 80523 Prepared by Kimley-Horn and Associates, Inc. 990 South Broadway Suite 200 Denver, Colorado 80209 (303) 228-2300 February 2015 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 02/10/15 30 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i APPENDICES .................................................................................................................. i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 INTRODUCTION ....................................................................................................... 1 2.0 EXISTING AND FUTURE CONDITIONS .................................................................. 4 2.1 Study Area and Roadway Network ....................................................................................4 2.2 Existing Roadway and Intersection Configuration ..............................................................4 2.3 Existing Traffic Volumes ....................................................................................................7 2.4 Unspecified Development Traffic Growth ...........................................................................7 3.0 PARKING LOT REDISTRIBUTED TRAFFIC .......................................................... 10 3.1 South Campus Parking Lot Trip Redistribution ................................................................10 3.2 Trip Redistribution ...........................................................................................................11 3.3 Traffic Assignment ...........................................................................................................11 3.4 Total Traffic Volumes .......................................................................................................11 4.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 16 4.1 Analysis Methodology ......................................................................................................16 4.2 Key Intersection Operational Analysis .............................................................................17 5.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 27 APPENDICES Appendix A – Intersection Count Sheets Appendix B – Intersection Analysis Worksheets Appendix C – Conceptual Site Plan 31 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page ii LIST OF TABLES Table 1 – CSU South Campus Parking Lot Trip Generation ......................................................10 Table 2 – Level of Service Definitions .......................................................................................16 Table 3 – 2015 Existing Intersection Delay and Level of Service...............................................17 Table 4 – 2025 Expected Background Intersection Delay and Level of Service ........................18 Table 5 – 2015 Expected Background Plus Project Intersection Delay and Level of Service .....19 Table 6 – 2025 Expected Background Plus Project Intersection Delay and Level of Service .....20 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................3 Figure 2 – Existing Lanes and Control ........................................................................................6 Figure 3 – Existing Traffic Volumes .............................................................................................8 Figure 4 – 2025 Background Traffic Volumes..............................................................................9 Figure 5 – Project Trip Distribution ............................................................................................12 Figure 6 – Project Traffic Assignment .......................................................................................13 Figure 7 – 2015 Background Plus Project Traffic Volumes ........................................................14 Figure 8 – 2025 Background Plus Project Traffic Volumes ........................................................15 Figure 9 – 2015 Existing Level of Service .................................................................................23 Figure 10 – 2025 Background Expected Level of Service .........................................................24 Figure 11 – 2015 Level of Service with Recommended Improvements .....................................25 Figure 12 – 2025 Level of Service with Recommended Improvements .....................................26 32 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 1 1.0 INTRODUCTION Kimley-Horn and Associates, Inc. (Kimley-Horn) has prepared this report to document the results of a Traffic Impact Study of future traffic conditions associated with the surface parking lot project to be located at Colorado State University (CSU) South Campus on the southeast corner of the Centre Avenue and Research Boulevard intersection on the CSU campus in Fort Collins, Colorado. A vicinity map showing the location of the project site is shown in Figure 1. Kimley-Horn previously prepared the Parking and Transportation Master Plan (April 2014) which studied the future traffic conditions associated with the CSU 2020 Transit Plan prepared by CSU’s parking and transportation management team. The CSU 2020 Transit Plan includes construction of seven (7) new parking structures on campus which would allow for a net increase of 5,896 parking spaces available for use by faculty, staff, and students of CSU. CSU is now proposing to construct an additional on-campus surface parking lot not previously included in the 2020 Transit Plan at the site of the existing CSU tennis courts. The additional parking lot is needed based on the projected increase in student admissions and thus increasing demand for parking on campus as described in the CSU 2020 Transit Plan. The project is anticipated to develop with a surface parking lot containing up to 1,077 parking spaces located adjacent to the existing CSU tennis courts. The surface parking lot will have two access drives off of Research Boulevard, one access off of Centre Avenue, and one access off of Gilette Drive. It is expected that project construction will be completed within 2015. Analysis was therefore completed for the 2015 short-term horizon, as well as the 2025 long-term horizon. A conceptual site plan illustrating the proposed surface parking lot and access locations is provided in Appendix C. The purpose of this study is to identify project traffic generation characteristics, to identify potential project traffic related impacts on the local street system, and to develop mitigation measures required for identified impacts. The following intersections were incorporated into this traffic study in accordance with Colorado State University and the City of Fort Collins standards and requirements: · Prospect Road and Center Avenue · Centre Avenue and Shields Street · Centre Avenue and Research Boulevard 33 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 2 · Drake Road and Research Boulevard · Drake Road and Gilette Drive South Campus Access In addition, the proposed access drives along Centre Avenue, Research Boulevard, and Gilette Drive were included for evaluation. 34 35 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 4 2.0 EXISTING AND FUTURE CONDITIONS The following section outlines existing and future conditions in the vicinity of the CSU South Campus parking lot. 2.1 Study Area and Roadway Network The study area is located around the existing CSU tennis courts bound between Centre Avenue, Research Boulevard, Drake Road, and Gilette Drive. Developed areas of the CSU South Campus surround the study area and the proposed parking lot. Transportation modes used by commuters traveling to and from campus include driving, biking, walking, carpooling, and taking the bus. This study focuses on the driving (automobile) commuters. 2.2 Existing Roadway and Intersection Configuration The roadways providing access to the CSU South Campus parking lot project are described below. Prospect Road Prospect Road is an arterial roadway at the southern edge of the CSU Main Campus. It provides two through lanes in each direction, eastbound and westbound, with a posted speed limit of 35 miles per hour east of Shields Street through the study area. The intersection of Prospect Road and Center Avenue is signalized with separate left turn lanes on all approaches along with designated right turn lanes on the northbound and southbound approaches. Two- way left-turn lanes occur along Prospect Road and on the northbound approach along Centre Avenue. Centre Avenue Centre Avenue provides access between the CSU Main Campus and CSU South Campus. It provides a single northbound and southbound through lane with a posted speed limit of 35 miles per hour on the northern portion and 30 miles per hour on the southern portion. The Centre Avenue intersections with Prospect Road and Shields Street are signalized. A two-way left-turn lane occurs along Centre Avenue. 36 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 5 Shields Street The western boundary of the Colorado State University Main Campus is Shields Street. It provides two through lanes in each direction (northbound and southbound) with a posted speed limit of 40 miles per hour. Research Boulevard Research Boulevard is a two lane roadway with a posted speed limit of 30 miles per hour. It provides access to the CSU tennis courts and other South Campus buildings. The Drake Road/Research Boulevard intersection is signalized with designated left turn lanes on all approaches. The Centre Avenue/Research Boulevard intersection is unsignalized with stop control on the northbound approach. Drake Road Drake Road is a four lane roadway that has a two-way left-turn lane along almost the entire length of the roadway from Ziegler Road to Taft Hill Road with a speed limit of 40 miles per hour. The Drake Road/Gilette Drive Access intersection is unsignalized with stop control on the southbound approach. Gilette Drive Gilette Drive is a north-south roadway providing access through the CSU South Campus. Gilette Drive is a two lane roadway with a speed limit of 35 mile per hour. A dedicated bike lane also exists along the entire length of the roadway, from Drake Road to Phemister Road, in both the north and southbound direction. The intersection lane configurations and control for the study area are shown in Figure 2. 37 38 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 7 2.3 Existing Traffic Volumes Existing peak hour turning movement counts were conducted at the existing study intersections on Tuesday, January 20, 2015 during the morning and afternoon peak hours. The weekday counts were conducted in 15-minute intervals during the AM and PM peak hours of adjacent street traffic from 7:30 AM to 9:30 AM and 3:00 PM to 5:00 PM. These time intervals are anticipated to coincide with morning and afternoon peaks of CSU traffic. Existing turning movement counts are shown in Figure 3 with intersection count sheets provided in Appendix A. 2.4 Unspecified Development Traffic Growth According to the CSU 2020 Transit Plan, the CSU student population may grow by approximately 8,000 students, from 27,000 to 35,000 students, which equates to a 29.6 percent increase between the years of 2013 and 2025. This equates to an annual growth rate of approximately 2.4 percent per year. Based on this growth factor, the projected automobile 2025 background values for the study’s key intersections have been calculated and are provided in Figure 4. 39 51(69) 208(79) 229(289) 18(122) 37(154) 16(76) 132(47) 857(902) 94(32) 117(42) 529(839) 276(207) 41(71) 913(902) 273(107) 58(112) 727(1094) 103(89) 104(101) 172(107) 32(122) 31(80) 31(118) 48(169) 28(46) 157(123) 424(155) 44(54) 137(337) 65(205) 38(18) 96(27) 81(44) 10(54) 15(117) 32(167) 62(28) 934(845) 20(19) 169(96) 519(1232) 38(72) 18(64) 14(60) 98(22) 920(1074) 167(30) 715(1350) 10(4) 181(150) 17(7) 88(261) 3(9) 3(7) 73(35) 256(118) 23(14) 42(253) 3(22) 22(86) 65(87) 264(100) 290(366) 23(155) 47(195) 20(96) 167(60) 1086(1143) 119(41) 148(53) 671(1064) 350(262) 52(90) 1157(1143) 346(136) 74(142) 922(1387) 131(113) 132(128) 218(136) 41(155) 39(101) 39(150) 61(214) 35(58) 199(156) 537(196) 56(68) 174(427) 82(260) 48(23) 122(34) 103(56) 13(68) 19(148) 41(212) 79(35) 1184(1071) 25(24) 214(122) 658(1562) 48(91) 23(81) 18(76) 124(28) 1166(1361) 212(38) 906(1711) 13(5) 229(190) 22(9) 112(331) 4(11) 4(9) 93(44) 325(150) 29(18) 53(321) 4(28) 28(109) Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 10 3.0 PARKING LOT DISTRIBUTED TRAFFIC 3.1 South Campus Parking Lot Trip Distribution The CSU Parking and Transportation Master Plan used traffic count data from existing CSU parking lots as well as the number of total existing parking spaces on-campus to calculate average rates of traffic generated per parking space. It was determined that the existing average morning and afternoon total trips per parking space on the CSU campus are 0.192 and 0.306 trips per parking space, respectively. Based on the anticipated CSU population increase of 29.6 percent from 2012 to 2025, it is expected that the average trips per parking space will also increase over the same time frame. Future parking structure/lot trip generation rates were determined by multiplying the percent population increase by the existing averages for trips per parking space. As shown in Table 1, the total peak hour trips per parking space for the morning and afternoon were calculated to be 0.249 and 0.396 trips per parking space respectively. In other words, 25 percent of the parking spaces generate a vehicle trip during the morning peak hour and 40 percent of the parking spaces generate a vehicle trip during the afternoon peak hour. Based on these calculated trip generation rates, the predicted trip generation for the proposed CSU South Campus parking lot may be calculated based on the increase of 1,077 parking spaces to the campus with this project. This increase in parking spaces was used in the trip generation calculation. Table 1 provides the anticipated increase of vehicle trips entering and exiting the south campus parking lot during the morning and afternoon peak hours. Table 1 – CSU South Campus Parking Lot Trip Generation Parking Lot Number of Parking Spaces Increase in AM Peak Hour Trips Increase in PM Peak Hour Trips Enter Exit Total Enter Exit Total 0.166 trips/ space 0.083 trips/ space 0.249 trips/ space 0.172 trips/ space 0.224 trips/ space 0.396 trips/ space South Campus Parking Lot 1,077 179 89 268 185 241 426 42 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 11 3.2 Trip Distribution The distribution of the traffic generated by the proposed CSU South Campus parking lot onto the existing street network was based on the area street network characteristics, the existing traffic patterns and volumes, and the proposed accesses for the CSU South Campus parking lot. The directional distribution of traffic is a means to quantify the percentage of traffic that approaches the CSU South Campus parking lot from a given direction and departs the South Campus parking lot in the original source direction. Figure 5 illustrates the expected trip redistribution with the proposed CSU South Campus parking lot. 3.3 Traffic Assignment The 2015 and 2025 proposed CSU South Campus parking lot traffic assignment volumes were obtained by applying the trip distributions shown in Figure 5 to the projected parking lot trip generation calculated in Table 1. The resultant 2015 and 2025 parking lot traffic assignment volumes are provided in Figure 6 for each of the study’s key intersections and the four proposed CSU South Campus parking lot accesses. 3.4 Total Traffic Volumes The 2015 and 2025 proposed CSU South Campus parking lot traffic assignment volumes were then added to the 2015 and 2025 background volumes to find the projected 2015 and 2025 total traffic volumes. Figures 7 and 8 illustrate the projected total traffic volumes for the 2015 and 2025 horizon years. 43 [15%] 15% [5%] 5% [10%] 10% [10%] [20%] 10% 20% [10%] 10% [10%] 10% [10%] [20%] 20% 10% [10%] 10% 30% 15% [15%] [30%] 17% [17%] [17%] [5%] [10%] 10% 5% 17% [8%] [17%] 8% 17% 8% [8%] 20% [20%] [15%] 15% 44 9(24) 4(12) 13(36) 9(9) 18(19) 27(28) 18(19) 36(37) 18(48) 9(24) 18(48) 9(24) 18(19) 36(37) 9(24) 18(19) 9(9) 9(24) 4(12) 15(41) 18(19) 30(31) 7(19) 15(41) 14(15) 30(31) 27(28) 54(56) 27(72) 13(36) 27(28) 30(31) 13(36) 15(41) 9(24) 18(19) 18(19) 36(37) 18(48) 9(24) 14(15) 7(19) 45 60(93) 212(91) 242(325) 18(122) 46(163) 16(76) 132(47) 857(902) 112(51) 117(42) 529(839) 303(235) 41(71) 913(902) 291(126) 58(112) 727(1094) 139(126) 104(101) 172(107) 32(122) 49(128) 31(118) 57(193) 46(94) 166(147) 442(174) 80(91) 146(361) 83(224) 38(18) 105(36) 81(44) 19(78) 19(129) 47(208) 80(47) 934(845) 20(19) 199(127) 519(1232) 38(72) 18(64) 21(79) 98(22) 935(1115) 181(45) 745(1381) 10(4) 181(150) 27(28) 17(7) 88(261) 54(56) 3(9) 3(7) 27(72) 13(36) 73(35) 283(146) 74(111) 268(112) 303(402) 23(155) 56(204) 20(96) 167(60) 1086(1143) 137(60) 148(53) 671(1064) 377(290) 52(90) 1157(1143) 364(155) 74(142) 922(1387) 167(150) 132(128) 218(136) 41(155) 57(149) 39(150) 70(238) 53(106) 208(180) 555(215) 92(105) 183(451) 100(279) 48(23) 131(43) 103(56) 22(92) 23(160) 56(253) 97(54) 1184(1071) 25(24) 244(153) 658(1562) 48(91) 23(81) 25(95) 124(28) 1181(1402) 226(53) 936(1742) 13(5) 229(190) 27(28) 22(9) 112(331) 54(56) 4(11) 4(9) 27(72) 13(36) 93(44) 352(178) Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 16 4.0 TRAFFIC OPERATIONS ANALYSIS An analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2015 and 2025 development horizons at the identified key intersections. The acknowledged source for determining overall capacity is the current edition of the Highway Capacity Manual (HCM)1. 4.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). For intersections and roadways in this study area, LOS D is recommended as the minimum threshold for acceptable operation. Table 2 shows the definition of LOS for signalized and unsignalized intersections. Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 _______________ Definitions provided from the Highway Capacity Manual, Special Report 209, Transportation Research Board, 2010. The study’s key intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two- way stop controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the intersection as a whole. LOS for a signalized and four-way stop controlled intersection is defined for each approach and for the intersection. 1 Transportation Research Board, Highway Capacity Manual, Special Report 209, Washington DC, 2010. 48 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 17 4.2 Key Intersection Operational Analysis Calculations for the level of service at the key intersections for the study area are provided in Appendix B. The existing 2015 analysis is based on the lane geometry and intersection control shown in Figure 2. All signalized intersection analyses utilize the existing observed 110-second cycle lengths and existing signal phasing of the intersection provided by the City of Fort Collins. LOS for the intersections was calculated using Synchro analysis software reporting the HCM results. A summary of the existing intersection delay and LOS is provided in Table 3 and summarized graphically in Figure 9. A summary of the background intersection delay and LOS in 2025 is provided in Table 4 and summarized graphically in Figure 10. A summary of the expected intersection delay and LOS in 2015 and 2025 with the proposed project is provided in Tables 5 and 6 and summarized graphically in Figures 11 and 12. Table 3 – Existing Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 24.9 C 23.4 C Shields/Centre 21.7 C 25.8 C Centre/Research Westbound Left 9.1 A 8.3 A Northbound Approach 17.0 C 12.5 B Drake/Research 14.9 B 19.1 B Drake/Gilette Access Eastbound Left 6.1 A 2.3 A Southbound Approach 17.0 C 67.6 F Research North Access Eastbound Approach 10.0 B 11.2 B Northbound Left 7.5 A 7.9 A Research South Access Eastbound Approach 10.0 B 12.6 B Northbound Left 7.5 A 8.0 A 49 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 18 Table 4 – 2025 Expected Background Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 50.0 D 33.0 C Shields/Centre 36.9 D 40.7 D Centre/Research Westbound Left 9.9 A 8.8 A Northbound Approach 29.4 D 15.4 C Drake/Research 16.5 B 23.5 C Drake/Gilette Drive Access Eastbound Left 11.4 B 4.8 A Southbound Approach 24.0 C 360.1 F Research North Access Eastbound Approach 10.7 B 12.3 B Northbound Approach 7.6 A 8.1 A Research South Access Eastbound Approach 11.0 B 15.5 C Northbound Left 7.6 A 8.3 A 50 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 19 Table 5 – 2015 Expected Background Plus Project Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 28.7 C 25.6 C Shields/Centre 23.3 C 27.7 C Centre/Research Westbound Left 9.5 A 8.7 A Northbound Approach 19.1 C 16.6 C Drake/Research 15.9 B 21.5 C Drake/Gilette Drive Access Eastbound Left 6.5 A 2.4 A Southbound Approach 19.3 C 122.4 F Drake/Gilette Drive Access # Eastbound Left 6.5 A 2.4 A Southbound Left 26.6 C 70.1 F Southbound Right 13.9 B 21.7 C Research North Access Eastbound Approach 11.5 B 14.1 B Westbound Approach 11.3 B 12.6 B Northbound Left 7.5 A 7.9 A Southbound Left 7.9 A 7.8 A Research South Access Eastbound Left 12.2 B 14.5 B Eastbound Right 8.7 A 10.7 B Westbound Approach 19.7 C 28.6 D Northbound Left 7.6 A 8.1 A Centre Access Westbound Approach 15.4 C 15.0 C Southbound Left 9.1 A 8.1 A Gilette Access Eastbound Approach 8.8 A 8.7 A Westbound Approach 9.6 A 9.4 A Northbound Left 7.5 A 7.4 A Southbound Left 7.4 A 7.4 A # Southbound designated left turn and right turn lanes 51 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 20 Table 6 – 2025 Expected Background Plus Project Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Prospect/Center 57.2 E 39.2 D Prospect/Center * 58.9 E 48.3 D Shields/Centre 44.6 D 45.8 D Centre/Research Westbound Left 10.5 A 9.3 A Northbound Approach 37.2 E 25.0 C Drake/Research 18.7 B 27.0 C Drake/Gilette Drive Access Eastbound Left 12.4 B 5.2 A Southbound Approach 28.3 D 522.6 F Drake/Gilette Drive Access # Eastbound Left 12.4 B 5.2 A Southbound Left 33.0 D 306.3 F Southbound Right 23.5 C 40.7 E Research North Access Eastbound Approach 12.5 B 16.2 C Westbound Approach 12.3 B 14.2 B Northbound Left 7.8 A 8.1 A Southbound Left 8.1 A 7.9 A Research South Access Eastbound Left 14.3 B 18.0 C Eastbound Right 8.8 A 11.6 B Westbound Approach 26.3 D 51.4 F Northbound Left 7.7 A 8.4 A Centre Access Westbound Approach 19.0 C 18.6 C Southbound Left 9.7 A 8.3 A Gilette Access Eastbound Approach 9.0 A 8.8 A Westbound Approach 9.9 A 9.6 A Northbound Left 7.5 A 7.4 A Southbound Left 7.5 A 7.4 A * Northbound and southbound dual left turn lanes # Southbound designated left turn and right turn lanes 52 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 21 The intersections with LOS values of E or below were analyzed in further detail. These analyses provide recommendations for what improvements may be needed at the intersections to improve the LOS, allowing them to better handle the anticipated 2015 and 2025 traffic volumes. The following provides a description of the recommended intersection improvements for consideration by CSU and the City of Fort Collins: Drake Road and Gilette Drive Access The only capacity deficiency found during the existing condition is the southbound approach of Gillette Drive to Drake Road during the afternoon peak hour. To improve the Drake Road/Gilette Drive unsignalized intersection, the southbound Gilette Drive Access approach would benefit from a separate left turn and right turn lanes. Currently there is one shared left turn/right turn lane with a width of roughly 20 feet. With separate left turn and right turn lanes, long delays on the southbound could still occur. If delays are too excessive for drivers it is expected that traffic will reroute on the street network. Otherwise, a traffic signal could be considered at this intersection. It is located approximately halfway (approximately 800 feet) between the Drake Road/Research Boulevard and Drake Road/Redwing Road signalized intersections. Research Boulevard South Access With the completion of the CSU South Campus parking lot, the existing Research Boulevard south driveway that provides access to the tennis courts will be modified to provide access to the parking lot. It is recommended that the approach be constructed with a sufficient width to include separate shared left turn/through and right turn lanes. It is anticipated that the eastbound approach from the credit union will also function with two approach lanes as well since it has an adequate driveway width. In addition, it is recommended that the southbound Research Boulevard approach be restriped to include a left turn lane to shadow the northbound left turn lane. It is believed that a left turn lane length of 75 feet would be sufficient. With this configuration, acceptable level of service is anticipated for all movements with the addition of the parking lot traffic in the near term 2015 horizon. In the 2025 horizon, the westbound left turn movement may operate at a 51 second LOS F during the afternoon peak hour. It is believed that during times of heavy adjacent street traffic, drivers will reroute on the street network. This will occur either by vehicles turning right at this access or by traffic suing alternate driveways from the parking lot. 53 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 22 Prospect Road and Center Avenue By 2025, the existing signalized intersection of Prospect Road and Center Avenue may operate at LOS E. This intersection was also identified as operating with poor LOS in the Parking and Transportation Master Plan (April 2014), prepared by Kimley-Horn, which studied the future traffic conditions associated with the CSU 2020 Transit Plan prepared by CSU’s parking and transportation management team. Within the previous study it was recommended that the northbound and southbound approaches include dual left turn lanes. The above mentioned improvements at the Drake Road/Gilette Drive Access, Research Boulevard/South Access, and Prospect Road/Center Avenue intersections were incorporated into the operational analysis. The expected intersection delay and LOS in 2015 and 2025 with the project and the recommended intersection improvements for each of the study’s key intersections is provided in Tables 5 and 6 previously and summarized graphically in Figures 11 and 12. 54 55 56 57 58 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 27 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes the proposed CSU South Campus parking lot project will be successfully incorporated into the roadway network. The proposed South Campus Parking Lot project development and expected traffic volumes resulted in the following recommendations: · The access proposed for the surface parking lot project is recommended to include four full movement access driveways; two access drives off of Research Boulevard, one access off of Centre Avenue, and one access off of Gilette Drive. · At the proposed Centre Avenue access, the westbound approach exiting the parking lot is recommended to have a combined left turn/right turn lane. It is recommended that this approach operate with stop control with the installation of a R1-1 “STOP” sign. · At the proposed access along Gilette Drive, the eastbound approach exiting the development is recommended to have a combined left turn/through/right turn lane. It is believed that a new access to the parking lot on the east side of Gilette Drive will be constructed to align with this access. It is recommended that the parking lot approaches operate with stop control with the installation of R1-1 “STOP” signs. · With the completion of the South Campus Parking Lot, an access will be located to align with the existing Centre Tech development. This Research Boulevard North Access will include a stop controlled westbound approach and is recommended to have a combined left turn/through/right turn lane. It is recommended that this approach operate with stop control with the installation of a R1-1 “STOP” sign. · The existing access to the tennis courts along Research Boulevard will be reconstructed with the parking lot project. It is recommended that the westbound approach exiting the parking lot include shared left turn/through lane and a separate right turn lane. It is recommended that this approach operate with stop control with the installation of a R1-1 “STOP” sign. It is further recommended that southbound Research Boulevard include 59 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot Page 28 restriping a 75-foot left turn lane at the access to shadow the existing northbound left turn lane. · To improve the Drake Road/Gilette Drive Access unsignalized intersection, the southbound Gilette Drive Access approach would benefit from designating separate left turn and right turn lanes. Currently there is one shared approach lane with a width of approximately 20 feet which could be striped to provide two 10-foot turn lanes. · To improve LOS conditions in the 2025 horizon at the intersection of Prospect Road/Center Avenue and remain consistent with the Parking and Transportation Master Plan (April 2014), prepared by Kimley-Horn, it is recommended that the northbound and southbound approaches be constructed with dual left turn lanes. · All on-site and off-site signing and striping improvements should be incorporated into the project civil drawings, and conform to City of Fort Collins standards as well as the Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD). 60 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDICES 61 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDIX A Intersection Count Sheets 62 File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:30 AM 133 10 143 15 28 43 8 36 44 230 07:45 AM 136 2 138 17 38 55 10 58 68 261 Total 269 12 281 32 66 98 18 94 112 491 08:00 AM 79 21 100 17 32 49 7 36 43 192 08:15 AM 76 11 87 16 39 55 3 27 30 172 08:30 AM 111 11 122 16 34 50 13 31 44 216 08:45 AM 96 14 110 20 36 56 20 30 50 216 Total 362 57 419 69 141 210 43 124 167 796 09:00 AM 51 7 58 18 42 60 4 30 34 152 09:15 AM 57 6 63 10 21 31 7 27 34 128 Grand Total 739 82 821 129 270 399 72 275 347 1567 Apprch % 90 10 32.3 67.7 20.7 79.3 Total % 47.2 5.2 52.4 8.2 17.2 25.5 4.6 17.5 22.1 Morrison, CO 80465 63 File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Centre Ave Centre Ave Research Blvd Thru 270 Left 129 Out In Total 1014 399 1413 Left 72 Right 275 Out In Total 211 347 558 Thru 739 Right 82 Out In Total 342 821 1163 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 64 File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 133 10 143 15 28 43 8 36 44 230 07:45 AM 136 2 138 17 38 55 10 58 68 261 08:00 AM 79 21 100 17 32 49 7 36 43 192 08:15 AM 76 11 87 16 39 55 3 27 30 172 Total Volume 424 44 468 65 137 202 28 157 185 855 % App. Total 90.6 9.4 32.2 67.8 15.1 84.9 PHF .779 .524 .818 .956 .878 .918 .700 .677 .680 .819 Centre Ave Centre Ave Research Blvd Thru 137 Left 65 Out In Total 581 202 783 Left 28 Right 157 Out In Total 109 185 294 Thru 424 Right 44 Out In Total 165 468 633 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 65 File Name : CentreResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Research Blvd Image 1 Morrison, CO 80465 66 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 03:00 PM 54 17 71 41 54 95 11 19 30 196 03:15 PM 41 17 58 36 71 107 17 28 45 210 03:30 PM 53 17 70 40 77 117 11 31 42 229 03:45 PM 53 23 76 43 66 109 11 12 23 208 Total 201 74 275 160 268 428 50 90 140 843 04:00 PM 34 20 54 42 72 114 14 34 48 216 04:15 PM 33 13 46 52 85 137 13 28 41 224 04:30 PM 45 12 57 57 81 138 8 26 34 229 04:45 PM 43 9 52 54 99 153 11 35 46 251 Total 155 54 209 205 337 542 46 123 169 920 Grand Total 356 128 484 365 605 970 96 213 309 1763 Apprch % 73.6 26.4 37.6 62.4 31.1 68.9 Total % 20.2 7.3 27.5 20.7 34.3 55 5.4 12.1 17.5 Morrison, CO 80465 67 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Centre Ave Centre Ave Research Blvd Thru 605 Left 365 Out In Total 569 970 1539 Left 96 Right 213 Out In Total 493 309 802 Thru 356 Right 128 Out In Total 701 484 1185 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 68 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Centre Ave Eastbound Centre Ave Westbound Research Blvd Northbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 34 20 54 42 72 114 14 34 48 216 04:15 PM 33 13 46 52 85 137 13 28 41 224 04:30 PM 45 12 57 57 81 138 8 26 34 229 04:45 PM 43 9 52 54 99 153 11 35 46 251 Total Volume 155 54 209 205 337 542 46 123 169 920 % App. Total 74.2 25.8 37.8 62.2 27.2 72.8 PHF .861 .675 .917 .899 .851 .886 .821 .879 .880 .916 Centre Ave Centre Ave Research Blvd Thru 337 Left 205 Out In Total 278 542 820 Left 46 Right 123 Out In Total 259 169 428 Thru 155 Right 54 Out In Total 383 209 592 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 69 File Name : CentreResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Research Blvd Image 1 Morrison, CO 80465 70 File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 45 45 8 98 12 1 12 25 9 263 82 354 26 204 6 236 713 07:45 AM 23 69 4 96 10 7 7 24 9 278 81 368 36 176 15 227 715 Total 68 114 12 194 22 8 19 49 18 541 163 722 62 380 21 463 1428 08:00 AM 18 30 13 61 12 9 4 25 14 188 50 252 21 163 21 205 543 08:15 AM 18 28 7 53 14 14 8 36 9 184 60 253 20 184 16 220 562 08:30 AM 26 23 5 54 19 9 13 41 22 234 81 337 23 198 13 234 666 08:45 AM 19 27 9 55 16 18 17 51 20 203 69 292 33 209 23 265 663 Total 81 108 34 223 61 50 42 153 65 809 260 1134 97 754 73 924 2434 09:00 AM 12 15 12 39 22 14 7 43 26 222 48 296 16 137 15 168 546 09:15 AM 21 21 21 63 9 12 13 34 26 176 41 243 9 150 27 186 526 Grand Total 182 258 79 519 114 84 81 279 135 1748 512 2395 184 1421 136 1741 4934 Apprch % 35.1 49.7 15.2 40.9 30.1 29 5.6 73 21.4 10.6 81.6 7.8 Total % 3.7 5.2 1.6 10.5 2.3 1.7 1.6 5.7 2.7 35.4 10.4 48.5 3.7 28.8 2.8 35.3 Morrison, CO 80465 71 File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Shields St Centre Ave Centre Ave Shields St Right 136 Thru 1421 Left 184 Out In Total 2011 1741 3752 Right 81 Thru 84 Left 114 Out In Total 954 279 1233 Left 135 Thru 1748 Right 512 Out In Total 1614 2395 4009 Left 182 Thru 258 Right 79 Out In Total 355 519 874 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 72 File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 45 45 8 98 12 1 12 25 9 263 82 354 26 204 6 236 713 07:45 AM 23 69 4 96 10 7 7 24 9 278 81 368 36 176 15 227 715 08:00 AM 18 30 13 61 12 9 4 25 14 188 50 252 21 163 21 205 543 08:15 AM 18 28 7 53 14 14 8 36 9 184 60 253 20 184 16 220 562 Total Volume 104 172 32 308 48 31 31 110 41 913 273 1227 103 727 58 888 2533 % App. Total 33.8 55.8 10.4 43.6 28.2 28.2 3.3 74.4 22.2 11.6 81.9 6.5 PHF .578 .623 .615 .786 .857 .554 .646 .764 .732 .821 .832 .834 .715 .891 .690 .941 .886 Shields St Centre Ave Centre Ave File Name : CentreShieldsAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Centre Ave and Shields St Image 1 Morrison, CO 80465 74 File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Groups Printed- Unshifted Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 28 17 34 79 39 18 27 84 13 250 36 299 15 233 22 270 732 03:15 PM 28 19 32 79 44 18 17 79 11 237 26 274 16 268 19 303 735 03:30 PM 35 63 42 140 51 34 18 103 15 185 39 239 22 245 27 294 776 03:45 PM 19 19 35 73 34 21 20 75 23 240 40 303 34 300 38 372 823 Total 110 118 143 371 168 91 82 341 62 912 141 1115 87 1046 106 1239 3066 04:00 PM 20 13 22 55 47 35 17 99 19 236 15 270 17 258 27 302 726 04:15 PM 27 12 23 62 37 28 25 90 14 241 13 268 16 291 20 327 747 04:30 PM 21 16 9 46 49 30 31 110 16 222 21 259 9 245 21 275 690 04:45 PM 26 8 20 54 50 36 28 114 14 226 24 264 14 300 31 345 777 Total 94 49 74 217 183 129 101 413 63 925 73 1061 56 1094 99 1249 2940 Grand Total 204 167 217 588 351 220 183 754 125 1837 214 2176 143 2140 205 2488 6006 Apprch % 34.7 28.4 36.9 46.6 29.2 24.3 5.7 84.4 9.8 5.7 86 8.2 Total % 3.4 2.8 3.6 9.8 5.8 3.7 3 12.6 2.1 30.6 3.6 36.2 2.4 35.6 3.4 41.4 Morrison, CO 80465 75 File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Shields St Centre Ave Centre Ave Shields St Right 205 Thru 2140 Left 143 Out In Total 2224 2488 4712 Right 183 Thru 220 Left 351 Out In Total 524 754 1278 Left 125 Thru 1837 Right 214 Out In Total 2708 2176 4884 Left 204 Thru 167 Right 217 Out In Total 550 588 1138 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 76 File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Centre Ave Eastbound Centre Ave Westbound Shields St Northbound Shields St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 35 63 42 140 51 34 18 103 15 185 39 239 22 245 27 294 776 03:45 PM 19 19 35 73 34 21 20 75 23 240 40 303 34 300 38 372 823 04:00 PM 20 13 22 55 47 35 17 99 19 236 15 270 17 258 27 302 726 04:15 PM 27 12 23 62 37 28 25 90 14 241 13 268 16 291 20 327 747 Total Volume 101 107 122 330 169 118 80 367 71 902 107 1080 89 1094 112 1295 3072 % App. Total 30.6 32.4 37 46 32.2 21.8 6.6 83.5 9.9 6.9 84.5 8.6 PHF .721 .425 .726 .589 .828 .843 .800 .891 .772 .936 .669 .891 .654 .912 .737 .870 .933 Shields St Centre Ave Centre Ave Shields St Right 112 Thru 1094 Left 89 Out In Total File Name : CentreShieldsPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Centre Ave and Shields St Image 1 Morrison, CO 80465 78 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 9 285 2 296 5 113 39 157 6 34 15 55 9 4 1 14 522 07:45 AM 23 242 0 265 13 166 60 239 6 31 21 58 7 3 1 11 573 Total 32 527 2 561 18 279 99 396 12 65 36 113 16 7 2 25 1095 08:00 AM 17 195 6 218 4 108 44 156 13 18 11 42 4 6 5 15 431 08:15 AM 13 212 12 237 16 132 26 174 13 13 34 60 12 2 3 17 488 08:30 AM 9 231 3 243 7 151 29 187 10 24 18 52 11 6 2 19 501 08:45 AM 20 263 5 288 5 166 35 206 4 24 11 39 28 4 1 33 566 Total 59 901 26 986 32 557 134 723 40 79 74 193 55 18 11 84 1986 09:00 AM 11 191 4 206 10 121 17 148 3 14 15 32 15 5 8 28 414 09:15 AM 3 187 8 198 6 124 33 163 1 12 7 20 19 3 7 29 410 Grand Total 105 1806 40 1951 66 1081 283 1430 56 170 132 358 105 33 28 166 3905 Apprch % 5.4 92.6 2.1 4.6 75.6 19.8 15.6 47.5 36.9 63.3 19.9 16.9 Total % 2.7 46.2 1 50 1.7 27.7 7.2 36.6 1.4 4.4 3.4 9.2 2.7 0.8 0.7 4.3 Morrison, CO 80465 79 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Research Blvd Drake Rd Drake Rd Research Blvd Right 28 Thru 33 Left 105 Out In Total 558 166 724 Right 283 Thru 1081 Left 66 Out In Total 2043 1430 3473 Left 56 Thru 170 Right 132 Out In Total 139 358 497 Left 105 Thru 1806 Right 40 Out In Total 1165 1951 3116 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 80 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 9 285 2 296 5 113 39 157 6 34 15 55 9 4 1 14 522 07:45 AM 23 242 0 265 13 166 60 239 6 31 21 58 7 3 1 11 573 08:00 AM 17 195 6 218 4 108 44 156 13 18 11 42 4 6 5 15 431 08:15 AM 13 212 12 237 16 132 26 174 13 13 34 60 12 2 3 17 488 Total Volume 62 934 20 1016 38 519 169 726 38 96 81 215 32 15 10 57 2014 % App. Total 6.1 91.9 2 5.2 71.5 23.3 17.7 44.7 37.7 56.1 26.3 17.5 PHF .674 .819 .417 .858 .594 .782 .704 .759 .731 .706 .596 .896 .667 .625 .500 .838 .879 Research Blvd Drake Rd Drake Rd Research Blvd Right 10 File Name : DrakeResearchAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and Research Blvd Image 1 Morrison, CO 80465 82 File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 4 209 18 231 21 260 21 302 10 5 13 28 43 24 14 81 642 03:15 PM 7 217 6 230 7 255 40 302 9 8 22 39 44 15 9 68 639 03:30 PM 8 229 8 245 14 277 26 317 5 8 10 23 34 19 7 60 645 03:45 PM 5 240 6 251 13 335 24 372 4 3 13 20 36 20 16 72 715 Total 24 895 38 957 55 1127 111 1293 28 24 58 110 157 78 46 281 2641 04:00 PM 12 200 3 215 22 285 24 331 5 9 9 23 45 32 12 89 658 04:15 PM 4 221 6 231 14 326 27 367 2 6 12 20 40 26 16 82 700 04:30 PM 7 184 4 195 23 286 21 330 7 9 10 26 46 39 10 95 646 04:45 PM 5 206 10 221 21 356 21 398 4 7 10 21 33 21 13 67 707 Total 28 811 23 862 80 1253 93 1426 18 31 41 90 164 118 51 333 2711 Grand Total 52 1706 61 1819 135 2380 204 2719 46 55 99 200 321 196 97 614 5352 Apprch % 2.9 93.8 3.4 5 87.5 7.5 23 27.5 49.5 52.3 31.9 15.8 Total % 1 31.9 1.1 34 2.5 44.5 3.8 50.8 0.9 1 1.8 3.7 6 3.7 1.8 11.5 Morrison, CO 80465 83 File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Research Blvd Drake Rd Drake Rd Research Blvd Right 97 Thru 196 Left 321 Out In Total 311 614 925 Right 204 Thru 2380 Left 135 Out In Total 2126 2719 4845 Left 46 Thru 55 Right 99 Out In Total 392 200 592 Left 52 Thru 1706 Right 61 Out In Total 2523 1819 4342 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 84 File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Drake Rd Eastbound Drake Rd Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:45 PM 03:45 PM 5 240 6 251 13 335 24 372 4 3 13 20 36 20 16 72 715 04:00 PM 12 200 3 215 22 285 24 331 5 9 9 23 45 32 12 89 658 04:15 PM 4 221 6 231 14 326 27 367 2 6 12 20 40 26 16 82 700 04:30 PM 7 184 4 195 23 286 21 330 7 9 10 26 46 39 10 95 646 Total Volume 28 845 19 892 72 1232 96 1400 18 27 44 89 167 117 54 338 2719 % App. Total 3.1 94.7 2.1 5.1 88 6.9 20.2 30.3 49.4 49.4 34.6 16 PHF .583 .880 .792 .888 .783 .919 .889 .941 .643 .750 .846 .856 .908 .750 .844 .889 .951 Research Blvd Drake Rd Drake Rd Research Blvd Right File Name : DrakeResearchPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and Research Blvd Image 1 Morrison, CO 80465 86 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total 07:30 AM 26 280 306 158 40 198 3 4 7 511 07:45 AM 35 226 261 228 55 283 3 10 13 557 Total 61 506 567 386 95 481 6 14 20 1068 08:00 AM 19 186 205 200 43 243 3 1 4 452 08:15 AM 18 228 246 129 29 158 5 3 8 412 08:30 AM 9 260 269 179 14 193 0 4 4 466 08:45 AM 4 298 302 204 25 229 3 5 8 539 Total 50 972 1022 712 111 823 11 13 24 1869 09:00 AM 10 207 217 152 19 171 0 2 2 390 09:15 AM 9 204 213 155 18 173 4 5 9 395 Grand Total 130 1889 2019 1405 243 1648 21 34 55 3722 Apprch % 6.4 93.6 85.3 14.7 38.2 61.8 Total % 3.5 50.8 54.2 37.7 6.5 44.3 0.6 0.9 1.5 Morrison, CO 80465 87 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access South Campus Access Drake Rd Drake Rd Right 34 Left 21 Out In Total 373 55 428 Right 243 Thru 1405 Out In Total 1910 1648 3558 Left 130 Thru 1889 Out In Total 1439 2019 3458 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 88 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 26 280 306 158 40 198 3 4 7 511 07:45 AM 35 226 261 228 55 283 3 10 13 557 08:00 AM 19 186 205 200 43 243 3 1 4 452 08:15 AM 18 228 246 129 29 158 5 3 8 412 Total Volume 98 920 1018 715 167 882 14 18 32 1932 % App. Total 9.6 90.4 81.1 18.9 43.8 56.2 PHF .700 .821 .832 .784 .759 .779 .700 .450 .615 .867 South Campus Access Drake Rd Drake Rd Right 18 Left 14 Out In Total 265 32 297 Right 167 Thru 715 Out In Total 934 882 1816 Left 98 Thru 920 Out In Total 733 1018 1751 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 89 File Name : DrakeSouthCampusAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Drake Rd and South Campus Access Image 1 Morrison, CO 80465 90 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access Groups Printed- Unshifted Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total 03:00 PM 5 262 267 307 6 313 19 5 24 604 03:15 PM 6 282 288 294 6 300 7 7 14 602 03:30 PM 3 270 273 304 6 310 14 7 21 604 03:45 PM 4 291 295 371 7 378 10 4 14 687 Total 18 1105 1123 1276 25 1301 50 23 73 2497 04:00 PM 8 251 259 311 12 323 20 29 49 631 04:15 PM 7 262 269 364 5 369 16 24 40 678 04:30 PM 5 241 246 287 14 301 24 23 47 594 04:45 PM 5 248 253 386 9 395 25 21 46 694 Total 25 1002 1027 1348 40 1388 85 97 182 2597 Grand Total 43 2107 2150 2624 65 2689 135 120 255 5094 Apprch % 2 98 97.6 2.4 52.9 47.1 Total % 0.8 41.4 42.2 51.5 1.3 52.8 2.7 2.4 5 Morrison, CO 80465 91 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access South Campus Access Drake Rd Drake Rd Right 120 Left 135 Out In Total 108 255 363 Right 65 Thru 2624 Out In Total 2242 2689 4931 Left 43 Thru 2107 Out In Total 2744 2150 4894 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 92 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access Drake Rd Eastbound Drake Rd Westbound South Campus Access Southbound Start Time Left Thru App. Total Thru Right App. Total Left Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 3 270 273 304 6 310 14 7 21 604 03:45 PM 4 291 295 371 7 378 10 4 14 687 04:00 PM 8 251 259 311 12 323 20 29 49 631 04:15 PM 7 262 269 364 5 369 16 24 40 678 Total Volume 22 1074 1096 1350 30 1380 60 64 124 2600 % App. Total 2 98 97.8 2.2 48.4 51.6 PHF .688 .923 .929 .910 .625 .913 .750 .552 .633 .946 South Campus Access Drake Rd Drake Rd Right 64 Left 60 Out In Total 52 124 176 Right 30 Thru 1350 Out In Total 1134 1380 2514 Left 22 Thru 1074 Out In Total 1414 1096 2510 Peak Hour Begins at 03:30 PM Unshifted Peak Hour Data North Morrison, CO 80465 93 File Name : DrakeSouthCampusPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Drake Rd and South Campus Access Image 1 Morrison, CO 80465 94 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Groups Printed- Unshifted Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total 07:30 AM 24 24 27 27 51 07:45 AM 13 13 44 44 57 Total 37 37 71 71 108 08:00 AM 29 29 14 14 43 08:15 AM 11 11 14 14 25 08:30 AM 11 11 8 8 19 08:45 AM 16 16 8 8 24 Total 67 67 44 44 111 09:00 AM 13 13 6 6 19 09:15 AM 10 10 6 6 16 Grand Total 127 127 127 127 254 Apprch % 100 100 Total % 50 50 50 50 Morrison, CO 80465 95 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Gilette Dr Gilette Dr Thru 127 Out In Total 127 127 254 Thru 127 Out In Total 127 127 254 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 96 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 24 24 27 27 51 07:45 AM 13 13 44 44 57 08:00 AM 29 29 14 14 43 08:15 AM 11 11 14 14 25 Total Volume 77 77 99 99 176 % App. Total 100 100 PHF .664 .664 .563 .563 .772 Gilette Dr Gilette Dr Thru 99 Out In Total 77 99 176 Thru 77 Out In Total 99 77 176 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 97 File Name : GiletteAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Gilette Dr North/Southbound only Image 1 Morrison, CO 80465 98 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Groups Printed- Unshifted Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total 03:00 PM 8 8 14 14 22 03:15 PM 6 6 6 6 12 03:30 PM 13 13 11 11 24 03:45 PM 8 8 7 7 15 Total 35 35 38 38 73 04:00 PM 11 11 24 24 35 04:15 PM 11 11 10 10 21 04:30 PM 15 15 14 14 29 04:45 PM 21 21 17 17 38 Total 58 58 65 65 123 Grand Total 93 93 103 103 196 Apprch % 100 100 Total % 47.4 47.4 52.6 52.6 Morrison, CO 80465 99 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Gilette Dr Gilette Dr Thru 103 Out In Total 93 103 196 Thru 93 Out In Total 103 93 196 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 100 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Gilette Dr Northbound Gilette Dr Southbound Start Time Thru App. Total Thru App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 11 11 24 24 35 04:15 PM 11 11 10 10 21 04:30 PM 15 15 14 14 29 04:45 PM 21 21 17 17 38 Total Volume 58 58 65 65 123 % App. Total 100 100 PHF .690 .690 .677 .677 .809 Gilette Dr Gilette Dr Thru 65 Out In Total 58 65 123 Thru 58 Out In Total 65 58 123 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 101 File Name : GilettePM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Gilette North/Southbound Only Image 1 Morrison, CO 80465 102 File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Groups Printed- Unshifted Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 43 203 26 272 61 157 36 254 11 58 70 139 4 5 3 12 677 07:45 AM 52 258 29 339 97 134 41 272 19 77 76 172 5 11 3 19 802 Total 95 461 55 611 158 291 77 526 30 135 146 311 9 16 6 31 1479 08:00 AM 23 201 23 247 54 129 20 203 15 46 40 101 2 8 8 18 569 08:15 AM 14 195 16 225 64 109 20 193 6 27 43 76 5 13 4 22 516 08:30 AM 43 209 25 277 49 146 26 221 11 60 61 132 2 12 5 19 649 08:45 AM 32 246 32 310 53 127 30 210 13 47 69 129 6 11 7 24 673 Total 112 851 96 1059 220 511 96 827 45 180 213 438 15 44 24 83 2407 09:00 AM 34 173 17 224 44 129 33 206 12 47 41 100 5 11 10 26 556 09:15 AM 23 131 5 159 33 137 14 184 17 44 34 95 12 23 22 57 495 Grand Total 264 1616 173 2053 455 1068 220 1743 104 406 434 944 41 94 62 197 4937 Apprch % 12.9 78.7 8.4 26.1 61.3 12.6 11 43 46 20.8 47.7 31.5 Total % 5.3 32.7 3.5 41.6 9.2 21.6 4.5 35.3 2.1 8.2 8.8 19.1 0.8 1.9 1.3 4 Morrison, CO 80465 103 File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Center Ave Prospect Rd Prospect Rd Center Ave Right 62 Thru 94 Left 41 Out In Total 890 197 1087 Right 220 Thru 1068 Left 455 Out In Total 2091 1743 3834 Left 104 Thru 406 Right 434 Out In Total 722 944 1666 Left 264 Thru 1616 Right 173 Out In Total 1234 2053 3287 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 104 File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 43 203 26 272 61 157 36 254 11 58 70 139 4 5 3 12 677 07:45 AM 52 258 29 339 97 134 41 272 19 77 76 172 5 11 3 19 802 08:00 AM 23 201 23 247 54 129 20 203 15 46 40 101 2 8 8 18 569 08:15 AM 14 195 16 225 64 109 20 193 6 27 43 76 5 13 4 22 516 Total Volume 132 857 94 1083 276 529 117 922 51 208 229 488 16 37 18 71 2564 % App. Total 12.2 79.1 8.7 29.9 57.4 12.7 10.5 42.6 46.9 22.5 52.1 25.4 PHF .635 .830 .810 .799 .711 .842 .713 .847 .671 .675 .753 .709 .800 .712 .563 .807 .799 Center Ave Prospect Rd Prospect Rd Center Ave Right 18 Thru 37 Left 16 Out In Total File Name : ProspectCenterAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Prospect Rd and Center Ave Image 1 Morrison, CO 80465 106 File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Groups Printed- Unshifted Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 9 198 13 220 42 188 7 237 16 24 80 120 25 37 20 82 659 03:15 PM 14 248 12 274 51 218 12 281 21 13 60 94 25 38 35 98 747 03:30 PM 12 215 8 235 60 192 10 262 17 30 83 130 20 38 29 87 714 03:45 PM 17 241 9 267 43 228 14 285 10 24 68 102 14 30 17 61 715 Total 52 902 42 996 196 826 43 1065 64 91 291 446 84 143 101 328 2835 04:00 PM 4 198 3 205 53 201 6 260 21 12 78 111 17 48 41 106 682 04:15 PM 5 200 8 213 69 259 8 336 22 10 53 85 13 36 21 70 704 04:30 PM 11 195 9 215 40 214 4 258 19 19 74 112 12 45 14 71 656 04:45 PM 9 233 14 256 63 252 12 327 14 15 69 98 16 49 30 95 776 Total 29 826 34 889 225 926 30 1181 76 56 274 406 58 178 106 342 2818 Grand Total 81 1728 76 1885 421 1752 73 2246 140 147 565 852 142 321 207 670 5653 Apprch % 4.3 91.7 4 18.7 78 3.3 16.4 17.3 66.3 21.2 47.9 30.9 Total % 1.4 30.6 1.3 33.3 7.4 31 1.3 39.7 2.5 2.6 10 15.1 2.5 5.7 3.7 11.9 Morrison, CO 80465 107 File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Center Ave Prospect Rd Prospect Rd Center Ave Right 207 Thru 321 Left 142 Out In Total 301 670 971 Right 73 Thru 1752 Left 421 Out In Total 2435 2246 4681 Left 140 Thru 147 Right 565 Out In Total 818 852 1670 Left 81 Thru 1728 Right 76 Out In Total 2099 1885 3984 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 108 File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Prospect Rd Eastbound Prospect Rd Westbound Center Ave Northbound Center Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 14 248 12 274 51 218 12 281 21 13 60 94 25 38 35 98 747 03:30 PM 12 215 8 235 60 192 10 262 17 30 83 130 20 38 29 87 714 03:45 PM 17 241 9 267 43 228 14 285 10 24 68 102 14 30 17 61 715 04:00 PM 4 198 3 205 53 201 6 260 21 12 78 111 17 48 41 106 682 Total Volume 47 902 32 981 207 839 42 1088 69 79 289 437 76 154 122 352 2858 % App. Total 4.8 91.9 3.3 19 77.1 3.9 15.8 18.1 66.1 21.6 43.8 34.7 PHF .691 .909 .667 .895 .863 .920 .750 .954 .821 .658 .870 .840 .760 .802 .744 .830 .956 Center Ave Prospect Rd Prospect Rd Center Ave Right 122 Thru 154 Left File Name : ProspectCenterPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Prospect Rd and Center Ave Image 1 Morrison, CO 80465 110 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Groups Printed- Unshifted Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total 07:30 AM 0 0 0 1 53 54 15 3 18 72 07:45 AM 2 2 4 5 63 68 22 4 26 98 Total 2 2 4 6 116 122 37 7 44 170 08:00 AM 1 0 1 3 38 41 22 1 23 65 08:15 AM 0 0 0 1 31 32 21 8 29 61 08:30 AM 0 1 1 1 49 50 23 4 27 78 08:45 AM 1 0 1 6 52 58 31 2 33 92 Total 2 1 3 11 170 181 97 15 112 296 09:00 AM 0 0 0 2 30 32 21 3 24 56 09:15 AM 0 1 1 1 34 35 12 3 15 51 Grand Total 4 4 8 20 350 370 167 28 195 573 Apprch % 50 50 5.4 94.6 85.6 14.4 Total % 0.7 0.7 1.4 3.5 61.1 64.6 29.1 4.9 34 Morrison, CO 80465 111 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Research Blvd Northern Access Research Blvd Right 28 Thru 167 Out In Total 354 195 549 Left 20 Thru 350 Out In Total 171 370 541 Left 4 Right 4 Out In Total 48 8 56 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 112 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 2 2 4 5 63 68 22 4 26 98 08:00 AM 1 0 1 3 38 41 22 1 23 65 08:15 AM 0 0 0 1 31 32 21 8 29 61 08:30 AM 0 1 1 1 49 50 23 4 27 78 Total Volume 3 3 6 10 181 191 88 17 105 302 % App. Total 50 50 5.2 94.8 83.8 16.2 PHF .375 .375 .375 .500 .718 .702 .957 .531 .905 .770 Research Blvd Northern Access Research Blvd Right 17 Thru 88 Out In Total 184 105 289 Left 10 Thru 181 Out In Total 91 191 282 Left 3 Right 3 Out In Total 27 6 33 Peak Hour Begins at 07:45 AM Unshifted Peak Hour Data North Morrison, CO 80465 113 File Name : ResearchNorthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Northern Access Image 1 Morrison, CO 80465 114 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Groups Printed- Unshifted Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total 03:00 PM 4 2 6 0 24 24 58 2 60 90 03:15 PM 1 1 2 0 43 43 50 3 53 98 03:30 PM 2 1 3 0 41 41 53 1 54 98 03:45 PM 2 3 5 0 24 24 61 4 65 94 Total 9 7 16 0 132 132 222 10 232 380 04:00 PM 3 2 5 1 38 39 63 2 65 109 04:15 PM 4 1 5 1 37 38 64 2 66 109 04:30 PM 1 1 2 1 29 30 73 1 74 106 04:45 PM 1 3 4 1 46 47 61 2 63 114 Total 9 7 16 4 150 154 261 7 268 438 Grand Total 18 14 32 4 282 286 483 17 500 818 Apprch % 56.2 43.8 1.4 98.6 96.6 3.4 Total % 2.2 1.7 3.9 0.5 34.5 35 59 2.1 61.1 Morrison, CO 80465 115 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Research Blvd Northern Access Research Blvd Right 17 Thru 483 Out In Total 300 500 800 Left 4 Thru 282 Out In Total 497 286 783 Left 18 Right 14 Out In Total 21 32 53 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 116 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Northern Access Eastbound Research Blvd Northbound Research Blvd Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 3 2 5 1 38 39 63 2 65 109 04:15 PM 4 1 5 1 37 38 64 2 66 109 04:30 PM 1 1 2 1 29 30 73 1 74 106 04:45 PM 1 3 4 1 46 47 61 2 63 114 Total Volume 9 7 16 4 150 154 261 7 268 438 % App. Total 56.2 43.8 2.6 97.4 97.4 2.6 PHF .563 .583 .800 1.00 .815 .819 .894 .875 .905 .961 Research Blvd Northern Access Research Blvd Right 7 Thru 261 Out In Total 159 268 427 Left 4 Thru 150 Out In Total 268 154 422 Left 9 Right 7 Out In Total 11 16 27 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 117 File Name : ResearchNorthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Northern Access Image 1 Morrison, CO 80465 118 File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Groups Printed- Unshifted Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:30 AM 0 0 5 5 0 0 0 0 12 69 0 81 0 10 4 14 100 07:45 AM 1 0 3 4 0 0 0 0 25 92 0 117 0 12 6 18 139 Total 1 0 8 9 0 0 0 0 37 161 0 198 0 22 10 32 239 08:00 AM 0 0 6 6 0 0 0 0 17 61 0 78 0 8 6 14 98 08:15 AM 2 0 8 10 0 0 0 0 19 34 0 53 0 12 7 19 82 08:30 AM 6 0 7 13 0 0 0 0 20 43 0 63 0 13 9 22 98 08:45 AM 3 0 7 10 0 0 0 0 21 52 0 73 0 24 4 28 111 Total 11 0 28 39 0 0 0 0 77 190 0 267 0 57 26 83 389 09:00 AM 2 0 13 15 0 0 0 0 13 33 0 46 0 11 4 15 76 09:15 AM 4 0 22 26 0 0 0 0 16 31 0 47 0 11 0 11 84 Grand Total 18 0 71 89 0 0 0 0 143 415 0 558 0 101 40 141 788 Apprch % 20.2 0 79.8 0 0 0 25.6 74.4 0 0 71.6 28.4 Total % 2.3 0 9 11.3 0 0 0 0 18.1 52.7 0 70.8 0 12.8 5.1 17.9 Morrison, CO 80465 119 File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Research Blvd Southern Access Tennis Courts Research Blvd Right 40 Thru 101 Left 0 Out In Total 433 141 574 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 143 Thru 415 Right 0 Out In Total 172 558 730 Left 18 Thru 0 Right 71 Out In Total 183 89 272 1/20/2015 07:30 AM 1/20/2015 09:15 AM Unshifted North Morrison, CO 80465 120 File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 5 5 0 0 0 0 12 69 0 81 0 10 4 14 100 07:45 AM 1 0 3 4 0 0 0 0 25 92 0 117 0 12 6 18 139 08:00 AM 0 0 6 6 0 0 0 0 17 61 0 78 0 8 6 14 98 08:15 AM 2 0 8 10 0 0 0 0 19 34 0 53 0 12 7 19 82 Total Volume 3 0 22 25 0 0 0 0 73 256 0 329 0 42 23 65 419 % App. Total 12 0 88 0 0 0 22.2 77.8 0 0 64.6 35.4 PHF .375 .000 .688 .625 .000 .000 .000 .000 .730 .696 .000 .703 .000 .875 .821 .855 .754 Research Blvd Southern Access Tennis Courts Research Blvd Right 23 Thru 42 Left 0 Out In Total File Name : ResearchSouthAccessAM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot AM Peak Research Blvd Southern Access/Tennis Image 1 Morrison, CO 80465 122 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 1 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Groups Printed- Unshifted Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 4 0 22 26 0 0 0 0 11 18 0 29 0 59 3 62 117 03:15 PM 7 0 18 25 0 0 0 0 14 39 0 53 0 45 2 47 125 03:30 PM 2 0 17 19 0 0 0 0 9 34 0 43 0 46 0 46 108 03:45 PM 2 0 25 27 0 0 0 0 9 25 0 34 0 50 4 54 115 Total 15 0 82 97 0 0 0 0 43 116 0 159 0 200 9 209 465 04:00 PM 2 0 21 23 0 0 0 0 12 33 0 45 0 64 6 70 138 04:15 PM 6 0 24 30 0 0 0 0 10 27 0 37 0 59 3 62 129 04:30 PM 3 0 22 25 0 0 0 0 9 27 0 36 0 73 2 75 136 04:45 PM 11 0 19 30 0 0 0 0 4 31 0 35 0 57 3 60 125 Total 22 0 86 108 0 0 0 0 35 118 0 153 0 253 14 267 528 Grand Total 37 0 168 205 0 0 0 0 78 234 0 312 0 453 23 476 993 Apprch % 18 0 82 0 0 0 25 75 0 0 95.2 4.8 Total % 3.7 0 16.9 20.6 0 0 0 0 7.9 23.6 0 31.4 0 45.6 2.3 47.9 Morrison, CO 80465 123 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 2 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Research Blvd Southern Access Tennis Courts Research Blvd Right 23 Thru 453 Left 0 Out In Total 271 476 747 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 78 Thru 234 Right 0 Out In Total 621 312 933 Left 37 Thru 0 Right 168 Out In Total 101 205 306 1/20/2015 03:00 PM 1/20/2015 04:45 PM Unshifted North Morrison, CO 80465 124 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 3 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Southern Access Eastbound Tennis Courts Westbound Research Blvd Northbound Research Blvd Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 2 0 21 23 0 0 0 0 12 33 0 45 0 64 6 70 138 04:15 PM 6 0 24 30 0 0 0 0 10 27 0 37 0 59 3 62 129 04:30 PM 3 0 22 25 0 0 0 0 9 27 0 36 0 73 2 75 136 04:45 PM 11 0 19 30 0 0 0 0 4 31 0 35 0 57 3 60 125 Total Volume 22 0 86 108 0 0 0 0 35 118 0 153 0 253 14 267 528 % App. Total 20.4 0 79.6 0 0 0 22.9 77.1 0 0 94.8 5.2 PHF .500 .000 .896 .900 .000 .000 .000 .000 .729 .894 .000 .850 .000 .866 .583 .890 .957 Research Blvd Southern Access Tennis Courts Research Blvd Right 14 Thru 253 Left 0 File Name : ResearchSouthAccessPM Site Code : IPO 72 Start Date : 1/20/2015 Page No : 4 Fort Collins, CO CSU South Parking Lot PM Peak Research Blvd Southern Access/Tennis Image 1 Morrison, CO 80465 126 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDIX B Intersection Analysis Worksheets 127 HCM 2010 Signalized Intersection Summary 2015 Existing AM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 857 94 276 529 117 51 208 229 16 37 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 508 1759 197 430 1645 430 349 441 375 138 441 375 Arrive On Green 0.07 0.53 0.53 0.12 0.58 0.58 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3291 369 1774 2849 745 1308 1863 1583 807 1863 1583 Grp Volume(v), veh/h 206 584 565 389 412 383 76 306 305 20 52 32 Grp Sat Flow(s),veh/h/ln 1774 1863 1798 1774 1863 1731 1308 1863 1583 807 1863 1583 Q Serve(g_s), s 5.5 22.5 22.5 9.1 12.7 12.7 5.1 15.9 19.2 2.5 2.3 1.7 Cycle Q Clear(g_c), s 5.5 22.5 22.5 9.1 12.7 12.7 7.4 15.9 19.2 18.3 2.3 1.7 Prop In Lane 1.00 0.21 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 508 995 961 430 1075 999 349 441 375 138 441 375 V/C Ratio(X) 0.41 0.59 0.59 0.91 0.38 0.38 0.22 0.69 0.81 0.14 0.12 0.09 Avail Cap(c_a), veh/h 580 995 961 695 1075 999 349 441 375 138 441 375 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 1.00 1.00 Uniform Delay (d), s/veh 9.7 16.7 16.7 18.3 12.1 12.1 34.6 36.8 38.1 45.2 31.7 31.4 Incr Delay (d2), s/veh 0.5 2.5 2.6 10.1 1.0 1.1 1.4 8.7 17.4 2.2 0.5 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 Back of Q (50%), veh/ln 2.1 10.3 10.0 7.0 5.6 5.2 1.8 8.4 9.3 0.6 1.1 0.7 Lane Grp Delay (d), s/veh 10.2 19.2 19.3 28.4 13.2 13.2 36.0 45.6 55.6 47.4 32.2 31.9 Lane Grp LOS B B B C B B D D E D C C Approach Vol, veh/h 1355 1184 687 104 Approach Delay, s/veh 17.9 18.2 48.9 35.0 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 11.7 60.5 16.2 65.0 29.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 45.0 28.0 61.0 25.0 25.0 Max Q Clear Time (g_c+I1), s 7.5 24.5 11.1 14.7 21.2 20.3 Green Ext Time (p_c), s 0.2 12.8 1.1 19.7 1.4 1.6 Intersection Summary HCM 2010 Ctrl Delay 24.9 HCM 2010 LOS C Notes 128 HCM 2010 Signalized Intersection Summary 2015 Existing PM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 47 902 32 207 839 42 69 79 289 76 154 122 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 396 2021 98 411 2126 131 229 459 390 248 459 390 Arrive On Green 0.03 0.57 0.57 0.07 0.61 0.61 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3525 171 1774 3474 213 1020 1863 1583 935 1863 1583 Grp Volume(v), veh/h 68 524 515 241 489 479 84 120 332 100 192 165 Grp Sat Flow(s),veh/h/ln 1774 1863 1833 1774 1863 1825 1020 1863 1583 935 1863 1583 Q Serve(g_s), s 1.7 18.3 18.3 5.2 15.1 15.1 8.3 5.7 21.9 10.6 9.5 9.6 Cycle Q Clear(g_c), s 1.7 18.3 18.3 5.2 15.1 15.1 17.7 5.7 21.9 16.2 9.5 9.6 Prop In Lane 1.00 0.09 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 1068 1051 411 1140 1117 229 459 390 248 459 390 V/C Ratio(X) 0.17 0.49 0.49 0.59 0.43 0.43 0.37 0.26 0.85 0.40 0.42 0.42 Avail Cap(c_a), veh/h 405 1068 1051 626 1140 1117 229 459 390 248 459 390 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 1.00 1.00 Uniform Delay (d), s/veh 9.5 13.9 13.9 10.6 11.2 11.2 42.1 33.2 39.3 39.8 34.6 34.7 Incr Delay (d2), s/veh 0.2 1.6 1.6 1.3 1.2 1.2 4.5 1.4 20.2 4.8 2.8 3.3 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 Back of Q (50%), veh/ln 0.7 8.0 7.9 2.0 6.6 6.5 2.4 2.8 10.7 2.8 4.7 4.1 Lane Grp Delay (d), s/veh 9.7 15.5 15.5 12.0 12.4 12.4 46.6 34.6 59.5 44.6 37.4 38.0 Lane Grp LOS A B B B B B D C E D D D Approach Vol, veh/h 1107 1209 536 457 Approach Delay, s/veh 15.1 12.3 51.9 39.2 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.5 66.8 11.7 71.0 31.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 50.0 21.0 67.0 27.0 27.0 Max Q Clear Time (g_c+I1), s 3.7 20.3 7.2 17.1 23.9 18.2 Green Ext Time (p_c), s 0.0 16.5 0.6 20.8 1.4 2.8 Intersection Summary HCM 2010 Ctrl Delay 23.4 HCM 2010 LOS C Notes 129 HCM 2010 Signalized Intersection Summary 2015 Background + Project AM.syn 1: Centre Avenue & Prospect Road 2/9/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 857 112 303 529 117 60 212 242 16 46 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 513 1596 213 467 1637 428 337 439 373 132 439 373 Arrive On Green 0.08 0.50 0.50 0.16 0.57 0.57 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3220 430 1774 2849 745 1293 1863 1583 789 1863 1583 Grp Volume(v), veh/h 206 597 574 427 412 383 90 312 323 20 65 32 Grp Sat Flow(s),veh/h/ln 1774 1863 1787 1774 1863 1731 1293 1863 1583 789 1863 1583 Q Serve(g_s), s 6.0 25.3 25.3 13.4 12.8 12.8 6.3 16.3 20.8 2.5 2.9 1.7 Cycle Q Clear(g_c), s 6.0 25.3 25.3 13.4 12.8 12.8 9.2 16.3 20.8 18.9 2.9 1.7 Prop In Lane 1.00 0.24 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 513 923 886 467 1070 995 337 439 373 132 439 373 V/C Ratio(X) 0.40 0.65 0.65 0.91 0.38 0.39 0.27 0.71 0.87 0.15 0.15 0.09 Avail Cap(c_a), veh/h 577 923 886 675 1070 995 337 439 373 132 439 373 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 1.00 1.00 Uniform Delay (d), s/veh 11.1 19.9 19.9 24.7 12.3 12.3 35.8 37.3 39.0 45.9 32.1 31.7 Incr Delay (d2), s/veh 0.5 3.5 3.7 13.1 1.0 1.1 1.9 9.4 22.7 2.4 0.7 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 Back of Q (50%), veh/ln 2.4 11.8 11.4 8.1 5.7 5.3 2.2 8.7 10.4 0.6 1.4 0.7 Lane Grp Delay (d), s/veh 11.6 23.4 23.5 37.8 13.4 13.5 37.7 46.7 61.7 48.3 32.9 32.1 Lane Grp LOS B C C D B B D D E D C C Approach Vol, veh/h 1377 1222 725 117 Approach Delay, s/veh 21.7 21.9 52.2 35.3 Approach LOS C C D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 12.1 56.6 20.5 65.0 29.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 44.0 29.0 61.0 25.0 25.0 Max Q Clear Time (g_c+I1), s 8.0 27.3 15.4 14.8 22.8 20.9 Green Ext Time (p_c), s 0.2 11.3 1.1 20.1 0.9 1.6 Intersection Summary HCM 2010 Ctrl Delay 28.7 HCM 2010 LOS C Notes 130 HCM 2010 Signalized Intersection Summary 2015 Background + Project PM.syn 1: Centre Avenue & Prospect Road 2/9/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 47 902 51 235 839 42 93 91 325 76 163 122 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 387 1884 144 402 2082 128 235 481 409 242 481 409 Arrive On Green 0.03 0.55 0.55 0.08 0.60 0.60 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1774 3417 262 1774 3474 213 1009 1863 1583 885 1863 1583 Grp Volume(v), veh/h 68 540 527 273 489 479 113 138 374 100 204 165 Grp Sat Flow(s),veh/h/ln 1774 1863 1817 1774 1863 1825 1009 1863 1583 885 1863 1583 Q Serve(g_s), s 1.8 19.9 19.9 6.0 15.5 15.5 11.4 6.4 24.9 11.1 9.9 9.4 Cycle Q Clear(g_c), s 1.8 19.9 19.9 6.0 15.5 15.5 21.3 6.4 24.9 17.5 9.9 9.4 Prop In Lane 1.00 0.14 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 387 1027 1002 402 1116 1094 235 481 409 242 481 409 V/C Ratio(X) 0.18 0.53 0.53 0.68 0.44 0.44 0.48 0.29 0.92 0.41 0.42 0.40 Avail Cap(c_a), veh/h 412 1027 1002 653 1116 1094 235 481 409 242 481 409 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 1.00 1.00 Uniform Delay (d), s/veh 10.3 15.4 15.4 12.9 11.8 11.8 42.4 32.2 39.1 39.3 33.5 33.3 Incr Delay (d2), s/veh 0.2 1.9 2.0 2.0 1.3 1.3 6.9 1.5 27.6 5.1 2.7 3.0 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 Back of Q (50%), veh/ln 0.7 9.0 8.7 3.2 6.8 6.6 3.3 3.2 12.8 2.8 4.9 4.0 Lane Grp Delay (d), s/veh 10.5 17.3 17.3 14.9 13.1 13.1 49.3 33.7 66.7 44.4 36.3 36.3 Lane Grp LOS B B B B B B D C E D D D Approach Vol, veh/h 1135 1241 625 469 Approach Delay, s/veh 16.9 13.5 56.3 38.0 Approach LOS B B E D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.5 63.8 12.7 69.0 32.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 46.0 24.0 65.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 3.8 21.9 8.0 17.5 26.9 19.5 Green Ext Time (p_c), s 0.0 14.8 0.7 21.0 0.6 3.1 Intersection Summary HCM 2010 Ctrl Delay 25.6 HCM 2010 LOS C Notes 131 HCM 2010 Signalized Intersection Summary 2025 Background AM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 167 1086 119 350 671 148 65 264 290 20 47 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 472 1408 158 517 1624 423 309 407 346 74 407 346 Arrive On Green 0.10 0.43 0.43 0.24 0.57 0.57 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3292 368 1774 2852 742 1281 1863 1583 693 1863 1583 Grp Volume(v), veh/h 261 737 718 493 522 485 97 388 387 25 66 41 Grp Sat Flow(s),veh/h/ln 1774 1863 1798 1774 1863 1732 1281 1863 1583 693 1863 1583 Q Serve(g_s), s 8.9 41.2 41.8 24.8 18.4 18.4 7.3 22.6 24.0 1.4 3.2 2.3 Cycle Q Clear(g_c), s 8.9 41.2 41.8 24.8 18.4 18.4 10.4 22.6 24.0 24.0 3.2 2.3 Prop In Lane 1.00 0.20 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 472 797 769 517 1060 986 309 407 346 74 407 346 V/C Ratio(X) 0.55 0.93 0.93 0.95 0.49 0.49 0.31 0.95 1.12 0.34 0.16 0.12 Avail Cap(c_a), veh/h 580 797 769 519 1060 986 309 407 346 74 407 346 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 1.00 1.00 Uniform Delay (d), s/veh 14.3 29.8 29.9 35.5 14.2 14.2 39.0 42.4 42.9 54.7 34.8 34.5 Incr Delay (d2), s/veh 1.0 18.2 19.8 28.2 1.6 1.8 2.6 34.4 84.5 11.8 0.9 0.7 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 Back of Q (50%), veh/ln 3.7 22.2 22.0 17.7 8.3 7.8 2.6 14.3 17.5 0.9 1.5 1.0 Lane Grp Delay (d), s/veh 15.3 47.9 49.7 63.7 15.8 15.9 41.7 76.7 127.5 66.5 35.6 35.1 Lane Grp LOS B D D E B B D E F E D D Approach Vol, veh/h 1716 1500 872 132 Approach Delay, s/veh 43.7 31.6 95.4 41.3 Approach LOS D C F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 15.3 51.0 30.9 66.6 28.0 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 18.0 47.0 27.0 56.0 24.0 24.0 Max Q Clear Time (g_c+I1), s 10.9 43.8 26.8 20.4 26.0 26.0 Green Ext Time (p_c), s 0.4 3.0 0.0 24.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 50.0 HCM 2010 LOS D Notes 132 HCM 2010 Signalized Intersection Summary 2025 Background PM.syn 1: Centre Avenue & Prospect Road 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 1143 41 262 1064 53 87 100 366 96 195 155 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 320 1985 96 350 2125 130 185 449 381 212 449 381 Arrive On Green 0.04 0.56 0.56 0.08 0.61 0.61 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3524 171 1774 3475 213 934 1863 1583 836 1863 1583 Grp Volume(v), veh/h 87 663 654 305 620 608 106 152 421 126 244 209 Grp Sat Flow(s),veh/h/ln 1774 1863 1833 1774 1863 1825 934 1863 1583 836 1863 1583 Q Serve(g_s), s 2.2 26.1 26.1 6.4 20.9 21.0 12.1 7.3 26.0 15.8 12.4 12.5 Cycle Q Clear(g_c), s 2.2 26.1 26.1 6.4 20.9 21.0 24.4 7.3 26.0 23.1 12.4 12.5 Prop In Lane 1.00 0.09 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 1049 1032 350 1139 1116 185 449 381 212 449 381 V/C Ratio(X) 0.27 0.63 0.63 0.87 0.54 0.54 0.57 0.34 1.10 0.60 0.54 0.55 Avail Cap(c_a), veh/h 354 1049 1032 562 1139 1116 185 449 381 212 449 381 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 1.00 1.00 Uniform Delay (d), s/veh 10.5 16.0 16.0 19.2 12.2 12.2 46.5 33.9 41.0 43.4 35.8 35.8 Incr Delay (d2), s/veh 0.5 2.9 3.0 8.6 1.9 1.9 12.3 2.0 77.1 11.7 4.7 5.6 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 Back of Q (50%), veh/ln 0.9 11.9 11.7 5.8 9.0 8.9 3.5 3.6 18.3 4.0 6.3 5.5 Lane Grp Delay (d), s/veh 11.0 18.9 19.0 27.7 14.1 14.1 58.8 35.9 118.1 55.2 40.5 41.4 Lane Grp LOS B B B C B B E D F E D D Approach Vol, veh/h 1404 1533 679 579 Approach Delay, s/veh 18.4 16.8 90.4 44.0 Approach LOS B B F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.9 64.8 13.1 70.0 30.0 30.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 50.0 22.0 66.0 26.0 26.0 Max Q Clear Time (g_c+I1), s 4.2 28.1 8.4 23.0 28.0 25.1 Green Ext Time (p_c), s 0.0 17.1 0.7 28.1 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 33.0 HCM 2010 LOS C Notes 133 HCM 2010 Signalized Intersection Summary 2025 Background + Project AM.syn 1: Centre Avenue & Prospect Road 2/3/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 167 1086 137 377 671 148 74 268 303 20 56 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 473 1353 174 524 1622 422 298 406 345 71 406 345 Arrive On Green 0.10 0.42 0.42 0.25 0.57 0.57 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3237 416 1774 2852 742 1266 1863 1583 678 1863 1583 Grp Volume(v), veh/h 261 749 728 531 522 485 110 394 404 25 79 41 Grp Sat Flow(s),veh/h/ln 1774 1863 1789 1774 1863 1732 1266 1863 1583 678 1863 1583 Q Serve(g_s), s 9.1 43.1 43.9 28.0 18.5 18.5 8.5 23.1 24.0 0.9 3.8 2.3 Cycle Q Clear(g_c), s 9.1 43.1 43.9 28.0 18.5 18.5 12.4 23.1 24.0 24.0 3.8 2.3 Prop In Lane 1.00 0.23 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 473 779 748 524 1059 985 298 406 345 71 406 345 V/C Ratio(X) 0.55 0.96 0.97 1.01 0.49 0.49 0.37 0.97 1.17 0.35 0.19 0.12 Avail Cap(c_a), veh/h 563 779 748 524 1059 985 298 406 345 71 406 345 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 1.00 1.00 Uniform Delay (d), s/veh 14.8 31.2 31.4 36.6 14.2 14.2 40.1 42.6 43.0 54.9 35.1 34.5 Incr Delay (d2), s/veh 1.0 24.2 26.8 42.7 1.6 1.8 3.5 37.6 102.9 13.1 1.1 0.7 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 Back of Q (50%), veh/ln 3.8 24.6 24.6 20.8 8.3 7.8 3.0 15.0 19.3 1.0 1.9 1.0 Lane Grp Delay (d), s/veh 15.8 55.4 58.2 79.4 15.9 16.0 43.6 80.3 145.9 68.0 36.2 35.2 Lane Grp LOS B E E F B B D F F E D D Approach Vol, veh/h 1738 1538 908 145 Approach Delay, s/veh 50.6 37.8 105.0 41.4 Approach LOS D D F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 15.4 50.0 32.0 66.6 28.0 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 17.0 46.0 28.0 57.0 24.0 24.0 Max Q Clear Time (g_c+I1), s 11.1 45.9 30.0 20.5 26.0 26.0 Green Ext Time (p_c), s 0.4 0.1 0.0 25.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 57.2 HCM 2010 LOS E Notes 134 HCM 2010 Signalized Intersection Summary 2025 Background + Project PM.syn 1: Centre Avenue & Prospect Road 2/3/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 1143 60 290 1064 53 111 112 402 96 204 155 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 186.3 Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Cap, veh/h 316 1796 128 373 2089 128 187 465 395 205 465 395 Arrive On Green 0.04 0.52 0.52 0.12 0.60 0.60 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3436 246 1774 3475 213 925 1863 1583 792 1863 1583 Grp Volume(v), veh/h 87 680 666 337 620 608 135 170 462 126 255 209 Grp Sat Flow(s),veh/h/ln 1774 1863 1819 1774 1863 1825 925 1863 1583 792 1863 1583 Q Serve(g_s), s 2.4 29.7 29.8 9.9 21.5 21.6 14.1 8.1 27.0 16.9 12.9 12.3 Cycle Q Clear(g_c), s 2.4 29.7 29.8 9.9 21.5 21.6 27.0 8.1 27.0 25.1 12.9 12.3 Prop In Lane 1.00 0.14 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 316 973 951 373 1120 1097 187 465 395 205 465 395 V/C Ratio(X) 0.28 0.70 0.70 0.90 0.55 0.55 0.72 0.37 1.17 0.62 0.55 0.53 Avail Cap(c_a), veh/h 347 973 951 527 1120 1097 187 465 395 205 465 395 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 1.00 1.00 Uniform Delay (d), s/veh 11.9 19.4 19.4 26.1 12.9 12.9 47.7 33.5 40.6 43.8 35.3 35.1 Incr Delay (d2), s/veh 0.5 4.2 4.3 14.5 2.0 2.0 21.2 2.2 99.9 13.1 4.6 5.0 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 Back of Q (50%), veh/ln 1.0 13.8 13.5 6.9 9.6 9.4 4.8 4.1 21.5 4.1 6.5 5.3 Lane Grp Delay (d), s/veh 12.4 23.6 23.7 40.6 14.9 14.9 68.9 35.7 140.5 57.0 39.9 40.1 Lane Grp LOS B C C D B B E D F E D D Approach Vol, veh/h 1433 1565 767 590 Approach Delay, s/veh 23.0 20.4 104.7 43.6 Approach LOS C C F D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.1 60.5 16.6 69.0 31.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 49.0 22.0 65.0 27.0 27.0 Max Q Clear Time (g_c+I1), s 4.4 31.8 11.9 23.6 29.0 27.1 Green Ext Time (p_c), s 0.0 14.2 0.7 27.9 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 39.2 HCM 2010 LOS D Notes 135 HCM 2010 Signalized Intersection Summary 2025 Background + Project AM Imp.syn 1: Centre Avenue & Prospect Road 2/9/2015 2025 Background + Project AM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 167 1086 137 377 671 148 74 268 303 20 56 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 2 1 1 2 1 0 Cap, veh/h 473 1353 174 524 1622 422 125 406 345 142 168 87 Arrive On Green 0.10 0.42 0.42 0.25 0.57 0.57 0.04 0.22 0.22 0.15 0.15 0.15 Sat Flow, veh/h 1774 3237 416 1774 2852 742 3442 1863 1583 1316 1157 600 Grp Volume(v), veh/h 261 749 728 531 522 485 110 394 404 25 0 120 Grp Sat Flow(s),veh/h/ln 1774 1863 1789 1774 1863 1732 1721 1863 1583 658 0 1757 Q Serve(g_s), s 9.1 43.1 43.9 28.0 18.5 18.5 3.5 23.1 24.0 0.9 0.0 6.9 Cycle Q Clear(g_c), s 9.1 43.1 43.9 28.0 18.5 18.5 3.5 23.1 24.0 16.0 0.0 6.9 Prop In Lane 1.00 0.23 1.00 0.43 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 473 779 748 524 1059 985 125 406 345 142 0 256 V/C Ratio(X) 0.55 0.96 0.97 1.01 0.49 0.49 0.88 0.97 1.17 0.18 0.00 0.47 Avail Cap(c_a), veh/h 563 779 748 524 1059 985 125 406 345 142 0 256 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 14.8 31.2 31.4 36.6 14.2 14.2 52.8 42.6 43.0 54.8 0.0 43.1 Incr Delay (d2), s/veh 1.0 24.2 26.8 42.7 1.6 1.8 45.9 37.6 102.9 2.7 0.0 6.1 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 Back of Q (50%), veh/ln 3.8 24.6 24.6 20.8 8.3 7.8 2.3 15.0 19.3 0.4 0.0 3.5 Lane Grp Delay (d), s/veh 15.8 55.4 58.2 79.4 15.9 16.0 98.7 80.3 145.9 57.5 0.0 49.2 Lane Grp LOS B E E F B B F F F E D Approach Vol, veh/h 1738 1538 908 145 Approach Delay, s/veh 50.6 37.8 111.7 50.6 Approach LOS D D F D Timer Assigned Phs 7 4 3 8 5 2 6 Phs Duration (G+Y+Rc), s 15.4 50.0 32.0 66.6 8.0 28.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 17.0 46.0 28.0 57.0 4.0 24.0 16.0 Max Q Clear Time (g_c+I1), s 11.1 45.9 30.0 20.5 5.5 26.0 18.0 Green Ext Time (p_c), s 0.4 0.1 0.0 25.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 58.9 HCM 2010 LOS E Notes 136 HCM 2010 Signalized Intersection Summary 2025 Background + Project PM Imp.syn 1: Centre Avenue & Prospect Road 2/9/2015 2025 Background + Project PM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 1143 60 290 1064 53 111 112 402 96 204 155 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 2 1 1 2 1 0 Cap, veh/h 263 1351 97 364 1764 108 157 630 536 525 243 199 Arrive On Green 0.04 0.39 0.39 0.16 0.51 0.51 0.05 0.34 0.34 0.26 0.26 0.26 Sat Flow, veh/h 1774 3436 246 1774 3475 213 3442 1863 1583 1536 948 777 Grp Volume(v), veh/h 87 680 666 337 620 608 135 170 462 126 0 464 Grp Sat Flow(s),veh/h/ln 1774 1863 1819 1774 1863 1825 1721 1863 1583 768 0 1726 Q Serve(g_s), s 3.2 38.1 38.3 15.3 26.8 26.9 4.3 7.3 29.8 7.3 0.0 28.0 Cycle Q Clear(g_c), s 3.2 38.1 38.3 15.3 26.8 26.9 4.3 7.3 29.8 7.3 0.0 28.0 Prop In Lane 1.00 0.14 1.00 0.12 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 263 733 715 364 946 927 157 630 536 525 0 442 V/C Ratio(X) 0.33 0.93 0.93 0.92 0.66 0.66 0.86 0.27 0.86 0.24 0.00 1.05 Avail Cap(c_a), veh/h 298 733 715 375 946 927 157 630 536 525 0 442 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 19.4 31.7 31.8 34.6 19.9 19.9 51.8 26.3 33.8 33.0 0.0 40.7 Incr Delay (d2), s/veh 0.7 19.7 20.5 27.9 3.5 3.6 34.7 1.1 16.6 1.1 0.0 56.6 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 Back of Q (50%), veh/ln 1.4 21.2 20.9 12.2 12.5 12.3 2.6 3.5 13.9 1.5 0.0 19.0 Lane Grp Delay (d), s/veh 20.1 51.4 52.2 62.5 23.4 23.5 86.6 27.4 50.4 34.0 0.0 97.2 Lane Grp LOS C D D E C C F C D C F Approach Vol, veh/h 1433 1565 767 590 Approach Delay, s/veh 49.9 31.9 51.7 83.7 Approach LOS D C D F Timer Assigned Phs 7 4 3 8 5 2 6 Phs Duration (G+Y+Rc), s 8.8 47.0 21.3 59.5 9.0 41.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 43.0 18.0 54.0 5.0 37.0 28.0 Max Q Clear Time (g_c+I1), s 5.2 40.3 17.3 28.9 6.3 31.8 30.0 Green Ext Time (p_c), s 0.0 2.5 0.1 19.3 0.0 2.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 48.3 HCM 2010 LOS D Notes 137 HCM 2010 Signalized Intersection Summary 2015 Existing AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 104 172 32 48 31 31 41 913 273 103 727 58 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 356 328 279 170 217 185 414 1609 470 268 1996 205 Arrive On Green 0.10 0.18 0.18 0.04 0.12 0.12 0.03 0.58 0.58 0.05 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2773 810 1774 3324 342 Grp Volume(v), veh/h 179 277 52 56 56 48 56 743 699 145 458 443 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1720 1774 1863 1802 Q Serve(g_s), s 8.2 14.9 2.9 2.8 2.8 2.9 1.3 28.8 29.6 3.2 13.4 13.4 Cycle Q Clear(g_c), s 8.2 14.9 2.9 2.8 2.8 2.9 1.3 28.8 29.6 3.2 13.4 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.47 1.00 0.19 Lane Grp Cap(c), veh/h 356 328 279 170 217 185 414 1081 998 268 1119 1082 V/C Ratio(X) 0.50 0.84 0.19 0.33 0.26 0.26 0.14 0.69 0.70 0.54 0.41 0.41 Avail Cap(c_a), veh/h 356 433 368 172 325 276 428 1081 998 367 1119 1082 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 1.00 1.00 Uniform Delay (d), s/veh 29.4 41.2 36.2 38.5 41.5 41.5 8.7 15.1 15.3 14.9 10.9 10.9 Incr Delay (d2), s/veh 1.1 11.2 0.3 1.1 0.6 0.7 0.1 3.6 4.1 1.7 1.1 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 Back of Q (50%), veh/ln 3.7 8.1 1.2 1.3 1.4 1.2 0.5 13.0 12.4 1.6 5.8 5.6 Lane Grp Delay (d), s/veh 30.5 52.4 36.6 39.6 42.1 42.3 8.9 18.7 19.4 16.6 12.0 12.1 Lane Grp LOS C D D D D D A B B B B B Approach Vol, veh/h 508 160 1498 1046 Approach Delay, s/veh 43.1 41.3 18.7 12.7 Approach LOS D D B B Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 14.0 22.2 7.9 16.1 7.2 63.9 9.3 66.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 24.0 4.0 18.0 4.0 55.0 11.0 62.0 Max Q Clear Time (g_c+I1), s 10.2 16.9 4.8 4.9 3.3 31.6 5.2 15.4 Green Ext Time (p_c), s 0.0 1.3 0.0 1.9 0.0 16.7 0.2 25.9 Intersection Summary HCM 2010 Ctrl Delay 21.7 HCM 2010 LOS C Notes 138 HCM 2010 Signalized Intersection Summary 2015 Existing PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 101 107 122 169 118 80 71 902 107 89 1094 112 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 350 317 269 296 403 342 242 1591 265 316 1704 213 Arrive On Green 0.06 0.17 0.17 0.11 0.22 0.22 0.04 0.51 0.51 0.06 0.52 0.52 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3115 519 1774 3247 407 Grp Volume(v), veh/h 140 255 167 204 140 100 92 574 546 137 688 665 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1771 1774 1863 1791 Q Serve(g_s), s 6.0 13.3 9.9 8.6 6.4 5.3 2.5 22.0 22.0 3.6 28.1 28.4 Cycle Q Clear(g_c), s 6.0 13.3 9.9 8.6 6.4 5.3 2.5 22.0 22.0 3.6 28.1 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.23 Lane Grp Cap(c), veh/h 350 317 269 296 403 342 242 951 904 316 977 940 V/C Ratio(X) 0.40 0.81 0.62 0.69 0.35 0.29 0.38 0.60 0.60 0.43 0.70 0.71 Avail Cap(c_a), veh/h 350 406 345 319 516 439 292 951 904 428 977 940 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 1.00 1.00 Uniform Delay (d), s/veh 32.8 40.3 38.9 27.2 33.5 33.1 15.4 17.5 17.5 13.4 18.1 18.2 Incr Delay (d2), s/veh 0.7 8.9 2.3 5.7 0.5 0.5 1.0 2.8 3.0 0.9 4.2 4.5 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 Back of Q (50%), veh/ln 3.1 7.1 4.2 4.6 3.1 2.2 1.0 10.2 9.7 1.4 13.2 12.8 Lane Grp Delay (d), s/veh 33.5 49.3 41.2 32.9 34.1 33.6 16.3 20.3 20.5 14.3 22.3 22.6 Lane Grp LOS C D D C C C B C C B C C Approach Vol, veh/h 562 444 1212 1490 Approach Delay, s/veh 42.9 33.4 20.1 21.7 Approach LOS D C C C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 10.0 21.2 14.7 25.9 8.2 55.6 9.6 57.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 22.0 12.0 28.0 7.0 48.0 12.0 53.0 Max Q Clear Time (g_c+I1), s 8.0 15.3 10.6 8.4 4.5 24.0 5.6 30.4 Green Ext Time (p_c), s 0.0 1.9 0.1 3.1 0.0 17.6 0.2 16.9 Intersection Summary HCM 2010 Ctrl Delay 25.8 HCM 2010 LOS C Notes 139 HCM 2010 Signalized Intersection Summary 2015 Background + Project AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 104 172 32 57 31 49 41 913 291 139 727 58 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 348 323 274 166 217 184 417 1571 489 277 2016 207 Arrive On Green 0.09 0.17 0.17 0.04 0.12 0.12 0.03 0.58 0.58 0.06 0.61 0.61 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2728 848 1774 3324 342 Grp Volume(v), veh/h 179 277 52 66 56 75 56 755 709 196 458 443 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1713 1774 1863 1802 Q Serve(g_s), s 8.4 15.2 3.0 3.4 2.9 4.6 1.4 30.5 31.6 4.2 13.5 13.5 Cycle Q Clear(g_c), s 8.4 15.2 3.0 3.4 2.9 4.6 1.4 30.5 31.6 4.2 13.5 13.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.19 Lane Grp Cap(c), veh/h 348 323 274 166 217 184 417 1073 987 277 1130 1093 V/C Ratio(X) 0.51 0.86 0.19 0.40 0.26 0.41 0.13 0.70 0.72 0.71 0.41 0.41 Avail Cap(c_a), veh/h 348 388 330 166 283 240 430 1073 987 387 1130 1093 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 1.00 1.00 Uniform Delay (d), s/veh 30.5 42.4 37.3 39.6 42.5 43.2 9.0 15.9 16.2 18.8 10.8 10.8 Incr Delay (d2), s/veh 1.3 15.1 0.3 1.5 0.6 1.4 0.1 3.9 4.5 3.5 1.1 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 Back of Q (50%), veh/ln 3.9 8.7 1.2 1.6 1.4 1.9 0.5 13.7 13.2 5.4 5.8 5.6 Lane Grp Delay (d), s/veh 31.8 57.4 37.6 41.2 43.1 44.7 9.1 19.8 20.7 22.3 11.9 11.9 Lane Grp LOS C E D D D D A B C C B B Approach Vol, veh/h 508 197 1520 1097 Approach Delay, s/veh 46.4 43.1 19.8 13.8 Approach LOS D D B B Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 14.0 22.3 8.0 16.3 7.2 64.8 10.5 68.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 22.0 4.0 16.0 4.0 55.0 13.0 64.0 Max Q Clear Time (g_c+I1), s 10.4 17.2 5.4 6.6 3.4 33.6 6.2 15.5 Green Ext Time (p_c), s 0.0 1.0 0.0 1.6 0.0 15.8 0.3 26.9 Intersection Summary HCM 2010 Ctrl Delay 23.3 HCM 2010 LOS C Notes 140 HCM 2010 Signalized Intersection Summary 2015 Background + Project PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 101 107 122 193 118 128 71 902 126 126 1094 112 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 360 315 268 317 407 346 237 1462 286 317 1664 208 Arrive On Green 0.07 0.17 0.17 0.12 0.22 0.22 0.04 0.48 0.48 0.07 0.51 0.51 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3029 592 1774 3247 407 Grp Volume(v), veh/h 140 255 167 233 140 160 92 590 558 194 688 665 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1758 1774 1863 1791 Q Serve(g_s), s 6.6 13.4 9.9 9.9 6.4 8.9 2.6 24.3 24.4 5.1 29.0 29.2 Cycle Q Clear(g_c), s 6.6 13.4 9.9 9.9 6.4 8.9 2.6 24.3 24.4 5.1 29.0 29.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.23 Lane Grp Cap(c), veh/h 360 315 268 317 407 346 237 899 849 317 955 918 V/C Ratio(X) 0.39 0.81 0.62 0.74 0.34 0.46 0.39 0.66 0.66 0.61 0.72 0.72 Avail Cap(c_a), veh/h 360 385 328 351 514 437 283 899 849 451 955 918 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 1.00 1.00 Uniform Delay (d), s/veh 32.0 40.6 39.2 26.8 33.5 34.5 16.5 19.9 19.9 16.0 19.1 19.2 Incr Delay (d2), s/veh 0.7 10.2 2.5 7.1 0.5 1.0 1.0 3.7 4.0 1.9 4.7 5.0 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 Back of Q (50%), veh/ln 3.0 7.3 4.2 6.6 3.1 3.7 1.1 11.4 10.9 2.1 13.7 13.3 Lane Grp Delay (d), s/veh 32.7 50.8 41.7 33.8 34.0 35.5 17.5 23.6 23.8 17.9 23.8 24.2 Lane Grp LOS C D D C C D B C C B C C Approach Vol, veh/h 562 533 1240 1547 Approach Delay, s/veh 43.6 34.4 23.3 23.2 Approach LOS D C C C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 11.0 21.1 16.0 26.2 8.3 53.0 11.3 56.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 21.0 14.0 28.0 7.0 44.0 15.0 52.0 Max Q Clear Time (g_c+I1), s 8.6 15.4 11.9 10.9 4.6 26.4 7.1 31.2 Green Ext Time (p_c), s 0.0 1.8 0.1 3.2 0.0 14.0 0.3 16.0 Intersection Summary HCM 2010 Ctrl Delay 27.7 HCM 2010 LOS C Notes 141 HCM 2010 Signalized Intersection Summary 2025 Background AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 218 41 61 39 39 52 1157 346 131 922 74 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 346 356 302 147 288 245 324 1548 440 210 1977 204 Arrive On Green 0.07 0.19 0.19 0.04 0.15 0.15 0.03 0.55 0.55 0.07 0.60 0.60 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2792 793 1774 3322 343 Grp Volume(v), veh/h 228 352 67 71 71 60 71 922 906 185 581 562 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1723 1774 1863 1802 Q Serve(g_s), s 8.0 20.7 3.9 3.7 3.7 3.7 1.9 48.1 54.3 6.3 20.2 20.2 Cycle Q Clear(g_c), s 8.0 20.7 3.9 3.7 3.7 3.7 1.9 48.1 54.3 6.3 20.2 20.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.46 1.00 0.19 Lane Grp Cap(c), veh/h 346 356 302 147 288 245 324 1033 955 210 1108 1072 V/C Ratio(X) 0.66 0.99 0.22 0.48 0.25 0.25 0.22 0.89 0.95 0.88 0.52 0.52 Avail Cap(c_a), veh/h 346 356 302 147 288 245 348 1033 955 210 1108 1072 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 1.00 1.00 Uniform Delay (d), s/veh 35.9 44.4 37.6 38.6 40.9 40.9 11.1 21.6 23.0 33.4 13.1 13.1 Incr Delay (d2), s/veh 4.5 44.9 0.4 2.4 0.4 0.5 0.3 11.7 19.0 32.3 1.8 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 Back of Q (50%), veh/ln 2.6 14.3 1.6 1.8 1.8 1.5 0.8 23.6 26.2 7.0 8.9 8.7 Lane Grp Delay (d), s/veh 40.5 89.3 38.0 41.0 41.3 41.4 11.4 33.3 42.0 65.7 14.9 14.9 Lane Grp LOS D F D D D D B C D E B B Approach Vol, veh/h 647 202 1899 1328 Approach Delay, s/veh 66.8 41.2 36.6 22.0 Approach LOS E D D C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 12.0 25.0 8.0 21.0 7.5 65.0 12.0 69.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 21.0 4.0 17.0 5.0 61.0 8.0 64.0 Max Q Clear Time (g_c+I1), s 10.0 22.7 5.7 5.7 3.9 56.3 8.3 22.2 Green Ext Time (p_c), s 0.0 0.0 0.0 2.3 0.0 4.5 0.0 33.1 Intersection Summary HCM 2010 Ctrl Delay 36.9 HCM 2010 LOS D Notes 142 HCM 2010 Signalized Intersection Summary 2025 Background PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 128 136 155 214 150 101 90 1143 136 113 1387 142 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 344 339 288 267 389 331 169 1556 258 246 1684 209 Arrive On Green 0.08 0.18 0.18 0.11 0.21 0.21 0.05 0.50 0.50 0.06 0.52 0.52 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3117 517 1774 3250 404 Grp Volume(v), veh/h 178 324 212 258 179 126 117 724 695 174 865 851 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1771 1774 1863 1791 Q Serve(g_s), s 9.0 19.0 13.9 12.0 9.2 7.5 3.5 35.0 35.6 5.0 46.0 48.0 Cycle Q Clear(g_c), s 9.0 19.0 13.9 12.0 9.2 7.5 3.5 35.0 35.6 5.0 46.0 48.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.23 Lane Grp Cap(c), veh/h 344 339 288 267 389 331 169 930 884 246 965 928 V/C Ratio(X) 0.52 0.96 0.74 0.97 0.46 0.38 0.69 0.78 0.79 0.71 0.90 0.92 Avail Cap(c_a), veh/h 344 339 288 267 389 331 169 930 884 309 965 928 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 1.00 1.00 Uniform Delay (d), s/veh 33.4 44.6 42.5 32.5 38.1 37.4 25.0 22.6 22.7 21.7 23.8 24.3 Incr Delay (d2), s/veh 1.3 37.4 9.5 45.4 0.8 0.7 11.3 6.4 7.0 5.4 12.7 15.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 4.1 12.5 6.4 8.9 4.5 3.1 3.8 16.9 16.6 5.2 23.1 23.5 Lane Grp Delay (d), s/veh 34.7 82.0 52.0 77.9 38.9 38.1 36.3 29.0 29.7 27.1 36.5 39.5 Lane Grp LOS C F D E D D D C C C D D Approach Vol, veh/h 714 563 1536 1890 Approach Delay, s/veh 61.3 56.6 29.9 37.0 Approach LOS E E C D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.0 24.0 16.0 27.0 9.0 58.9 11.1 61.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 20.0 12.0 23.0 5.0 51.0 11.0 57.0 Max Q Clear Time (g_c+I1), s 11.0 21.0 14.0 11.2 5.5 37.6 7.0 50.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.4 0.0 12.4 0.2 6.7 Intersection Summary HCM 2010 Ctrl Delay 40.7 HCM 2010 LOS D Notes 143 HCM 2010 Signalized Intersection Summary 2025 Background + Project AM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 132 218 41 70 39 57 52 1157 364 167 922 74 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 342 356 302 147 288 245 324 1455 433 243 1976 204 Arrive On Green 0.07 0.19 0.19 0.04 0.15 0.15 0.03 0.53 0.53 0.10 0.59 0.59 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 2759 822 1774 3322 343 Grp Volume(v), veh/h 228 352 67 81 71 88 71 932 918 235 581 562 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1718 1774 1863 1802 Q Serve(g_s), s 8.0 20.7 3.9 4.0 3.7 5.5 2.0 52.1 58.0 10.4 20.2 20.2 Cycle Q Clear(g_c), s 8.0 20.7 3.9 4.0 3.7 5.5 2.0 52.1 58.0 10.4 20.2 20.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 0.19 Lane Grp Cap(c), veh/h 342 356 302 147 288 245 324 982 906 243 1108 1072 V/C Ratio(X) 0.67 0.99 0.22 0.55 0.25 0.36 0.22 0.95 1.01 0.97 0.52 0.52 Avail Cap(c_a), veh/h 342 356 302 147 288 245 348 982 906 243 1108 1072 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 1.00 1.00 Uniform Delay (d), s/veh 36.0 44.4 37.6 39.7 40.9 41.6 12.0 24.6 26.0 39.0 13.1 13.1 Incr Delay (d2), s/veh 4.8 44.9 0.4 4.3 0.4 0.9 0.3 18.8 33.2 48.5 1.8 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 Back of Q (50%), veh/ln 2.6 14.3 1.6 2.1 1.8 2.3 0.8 27.4 31.0 9.8 8.9 8.7 Lane Grp Delay (d), s/veh 40.8 89.3 38.0 43.9 41.3 42.5 12.3 43.4 59.2 87.5 14.9 15.0 Lane Grp LOS D F D D D D B D F F B B Approach Vol, veh/h 647 240 1921 1378 Approach Delay, s/veh 66.9 42.6 49.8 27.3 Approach LOS E D D C Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 12.0 25.0 8.0 21.0 7.6 62.0 15.0 69.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 21.0 4.0 17.0 5.0 58.0 11.0 64.0 Max Q Clear Time (g_c+I1), s 10.0 22.7 6.0 7.5 4.0 60.0 12.4 22.2 Green Ext Time (p_c), s 0.0 0.0 0.0 2.2 0.0 0.0 0.0 33.4 Intersection Summary HCM 2010 Ctrl Delay 44.6 HCM 2010 LOS D Notes 144 HCM 2010 Signalized Intersection Summary 2025 Background + Project PM.syn 2: Shields Street & Raintree Drive/Centre Avenue 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 128 136 155 238 150 149 90 1143 155 150 1387 142 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 186.3 186.3 186.3 186.3 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Cap, veh/h 347 339 288 283 406 345 164 1425 269 260 1655 206 Arrive On Green 0.08 0.18 0.18 0.12 0.22 0.22 0.05 0.47 0.47 0.09 0.51 0.51 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3049 575 1774 3250 404 Grp Volume(v), veh/h 178 324 212 287 179 186 117 739 708 231 865 851 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1761 1774 1863 1791 Q Serve(g_s), s 9.0 19.0 13.9 13.0 9.1 11.4 3.8 38.5 39.4 7.5 46.8 48.9 Cycle Q Clear(g_c), s 9.0 19.0 13.9 13.0 9.1 11.4 3.8 38.5 39.4 7.5 46.8 48.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.23 Lane Grp Cap(c), veh/h 347 339 288 283 406 345 164 870 823 260 948 912 V/C Ratio(X) 0.51 0.96 0.74 1.01 0.44 0.54 0.71 0.85 0.86 0.89 0.91 0.93 Avail Cap(c_a), veh/h 347 339 288 283 406 345 164 870 823 283 948 912 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 1.00 1.00 Uniform Delay (d), s/veh 33.3 44.6 42.5 30.9 37.2 38.1 25.4 25.9 26.1 27.1 24.7 25.2 Incr Delay (d2), s/veh 1.3 37.4 9.5 56.8 0.8 1.7 13.4 10.1 11.4 25.7 14.4 17.4 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 Back of Q (50%), veh/ln 4.1 12.5 6.4 10.3 4.4 4.8 3.9 19.3 18.9 5.0 24.0 24.5 Lane Grp Delay (d), s/veh 34.6 82.0 52.0 87.7 37.9 39.8 38.8 36.0 37.5 52.8 39.2 42.7 Lane Grp LOS C F D F D D D D D D D D Approach Vol, veh/h 714 652 1564 1947 Approach Delay, s/veh 61.3 60.4 36.9 42.3 Approach LOS E E D D Timer Assigned Phs 7 4 3 8 5 2 1 6 Phs Duration (G+Y+Rc), s 13.0 24.0 17.0 28.0 9.0 55.4 13.6 60.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 20.0 13.0 24.0 5.0 50.0 11.0 56.0 Max Q Clear Time (g_c+I1), s 11.0 21.0 15.0 13.4 5.8 41.4 9.5 50.9 Green Ext Time (p_c), s 0.0 0.0 0.0 3.4 0.0 8.2 0.1 5.0 Intersection Summary HCM 2010 Ctrl Delay 45.8 HCM 2010 LOS D Notes 145 HCM Unsignalized Intersection Capacity Analysis 2015 Existing AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 424 44 65 137 28 157 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 544 85 68 156 40 231 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 628 877 586 vC1, stage 1 conf vol 586 vC2, stage 2 conf vol 291 vCu, unblocked vol 628 877 586 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 93 92 55 cM capacity (veh/h) 954 493 510 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 628 68 156 271 Volume Left 0 68 0 40 Volume Right 85 0 0 231 cSH 1700 954 1700 599 Volume to Capacity 0.37 0.07 0.09 0.45 Queue Length 95th (ft) 0 6 0 59 Control Delay (s) 0.0 9.1 0.0 17.0 Lane LOS A C Approach Delay (s) 0.0 2.7 17.0 Approach LOS C Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 41.9% ICU Level of Service A Analysis Period (min) 15 146 HCM Unsignalized Intersection Capacity Analysis 2015 Existing PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 155 54 205 337 46 123 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 180 79 228 396 56 140 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 260 1072 220 vC1, stage 1 conf vol 220 vC2, stage 2 conf vol 852 vCu, unblocked vol 260 1072 220 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 83 83 83 cM capacity (veh/h) 1305 331 820 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 260 228 396 196 Volume Left 0 228 0 56 Volume Right 79 0 0 140 cSH 1700 1305 1700 1149 Volume to Capacity 0.15 0.17 0.23 0.17 Queue Length 95th (ft) 0 16 0 15 Control Delay (s) 0.0 8.3 0.0 12.5 Lane LOS A B Approach Delay (s) 0.0 3.0 12.5 Approach LOS B Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 147 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 442 80 83 146 46 166 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 567 154 86 166 66 244 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 721 982 644 vC1, stage 1 conf vol 644 vC2, stage 2 conf vol 339 vCu, unblocked vol 721 982 644 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 90 85 48 cM capacity (veh/h) 881 453 473 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 721 86 166 310 Volume Left 0 86 0 66 Volume Right 154 0 0 244 cSH 1700 881 1700 600 Volume to Capacity 0.42 0.10 0.10 0.52 Queue Length 95th (ft) 0 8 0 74 Control Delay (s) 0.0 9.5 0.0 19.1 Lane LOS A C Approach Delay (s) 0.0 3.3 19.1 Approach LOS C Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 148 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 174 91 224 361 94 147 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 202 134 249 425 115 167 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 336 1192 269 vC1, stage 1 conf vol 269 vC2, stage 2 conf vol 922 vCu, unblocked vol 336 1192 269 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 80 61 78 cM capacity (veh/h) 1223 295 769 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 336 249 425 282 Volume Left 0 249 0 115 Volume Right 134 0 0 167 cSH 1700 1223 1700 725 Volume to Capacity 0.20 0.20 0.25 0.39 Queue Length 95th (ft) 0 19 0 46 Control Delay (s) 0.0 8.7 0.0 16.6 Lane LOS A C Approach Delay (s) 0.0 3.2 16.6 Approach LOS C Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 149 HCM Unsignalized Intersection Capacity Analysis 2025 Background AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 537 56 82 174 35 199 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 688 108 85 198 50 293 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 796 1111 742 vC1, stage 1 conf vol 742 vC2, stage 2 conf vol 369 vCu, unblocked vol 796 1111 742 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 90 88 30 cM capacity (veh/h) 826 409 415 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 796 85 198 343 Volume Left 0 85 0 50 Volume Right 108 0 0 293 cSH 1700 826 1700 486 Volume to Capacity 0.47 0.10 0.12 0.70 Queue Length 95th (ft) 0 9 0 137 Control Delay (s) 0.0 9.9 0.0 29.4 Lane LOS A D Approach Delay (s) 0.0 3.0 29.4 Approach LOS D Intersection Summary Average Delay 7.7 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15 150 HCM Unsignalized Intersection Capacity Analysis 2025 Background PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 196 68 260 427 58 156 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 228 100 289 502 71 177 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 328 1358 278 vC1, stage 1 conf vol 278 vC2, stage 2 conf vol 1080 vCu, unblocked vol 328 1358 278 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 77 71 77 cM capacity (veh/h) 1232 240 761 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 328 289 502 248 Volume Left 0 289 0 71 Volume Right 100 0 0 177 cSH 1700 1232 1700 841 Volume to Capacity 0.19 0.23 0.30 0.29 Queue Length 95th (ft) 0 23 0 31 Control Delay (s) 0.0 8.8 0.0 15.4 Lane LOS A C Approach Delay (s) 0.0 3.2 15.4 Approach LOS C Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 151 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project AM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 555 92 100 183 53 208 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.78 0.52 0.96 0.88 0.70 0.68 Hourly flow rate (vph) 712 177 104 208 76 306 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 888 1216 800 vC1, stage 1 conf vol 800 vC2, stage 2 conf vol 416 vCu, unblocked vol 888 1216 800 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 86 80 21 cM capacity (veh/h) 762 376 385 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 888 104 208 382 Volume Left 0 104 0 76 Volume Right 177 0 0 306 cSH 1700 762 1700 480 Volume to Capacity 0.52 0.14 0.12 0.79 Queue Length 95th (ft) 0 12 0 182 Control Delay (s) 0.0 10.5 0.0 37.2 Lane LOS B E Approach Delay (s) 0.0 3.5 37.2 Approach LOS E Intersection Summary Average Delay 9.7 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 152 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project PM.syn 3: Research Boulevard & Centre Avenue 2/3/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 215 105 279 451 106 180 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 0.68 0.90 0.85 0.82 0.88 Hourly flow rate (vph) 250 154 310 531 129 205 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 4 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 404 1478 327 vC1, stage 1 conf vol 327 vC2, stage 2 conf vol 1151 vCu, unblocked vol 404 1478 327 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 73 39 71 cM capacity (veh/h) 1154 212 714 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 404 310 531 334 Volume Left 0 310 0 129 Volume Right 154 0 0 205 cSH 1700 1154 1700 547 Volume to Capacity 0.24 0.27 0.31 0.61 Queue Length 95th (ft) 0 27 0 102 Control Delay (s) 0.0 9.3 0.0 25.0 Lane LOS A C Approach Delay (s) 0.0 3.4 25.0 Approach LOS C Intersection Summary Average Delay 7.1 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 153 HCM 2010 Signalized Intersection Summary 2015 Existing AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 62 934 20 38 519 169 38 96 81 32 15 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 451 2302 97 351 1685 611 320 385 327 228 194 162 Arrive On Green 0.04 0.65 0.65 0.03 0.65 0.65 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1774 3550 150 1774 2612 946 1357 1863 1583 1105 941 784 Grp Volume(v), veh/h 93 598 589 64 474 432 52 135 135 48 0 44 Grp Sat Flow(s),veh/h/ln 1774 1863 1836 1774 1863 1696 1357 1863 1583 1105 0 1724 Q Serve(g_s), s 1.9 17.7 17.7 1.3 12.9 12.9 3.5 6.6 7.9 4.1 0.0 2.2 Cycle Q Clear(g_c), s 1.9 17.7 17.7 1.3 12.9 12.9 5.7 6.6 7.9 10.7 0.0 2.2 Prop In Lane 1.00 0.08 1.00 0.56 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 451 1208 1191 351 1202 1094 320 385 327 228 0 357 V/C Ratio(X) 0.21 0.49 0.49 0.18 0.39 0.39 0.16 0.35 0.41 0.21 0.00 0.12 Avail Cap(c_a), veh/h 539 1208 1191 411 1202 1094 320 385 327 228 0 357 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 6.6 9.7 9.7 7.4 9.0 9.0 36.7 36.1 36.6 40.7 0.0 34.3 Incr Delay (d2), s/veh 0.2 1.4 1.5 0.2 1.0 1.1 1.1 2.5 3.8 2.1 0.0 0.7 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 Back of Q (50%), veh/ln 0.7 7.5 7.4 0.5 5.3 4.9 1.3 3.4 3.4 1.3 0.0 1.0 Lane Grp Delay (d), s/veh 6.8 11.1 11.2 7.6 10.0 10.1 37.7 38.6 40.4 42.8 0.0 35.1 Lane Grp LOS A B B A A B D D D D D Approach Vol, veh/h 1280 970 322 92 Approach Delay, s/veh 10.8 9.8 39.2 39.1 Approach LOS B A D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.7 73.0 7.4 72.7 26.0 26.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 69.0 7.0 67.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 3.9 19.7 3.3 14.9 9.9 12.7 Green Ext Time (p_c), s 0.1 21.6 0.0 22.0 1.4 1.2 Intersection Summary HCM 2010 Ctrl Delay 14.9 HCM 2010 LOS B Notes 154 HCM 2010 Signalized Intersection Summary 2015 Existing PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 28 845 19 72 1232 96 18 27 44 167 117 54 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 242 2148 54 385 2047 165 245 483 410 385 326 134 Arrive On Green 0.03 0.59 0.59 0.04 0.60 0.60 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1774 3619 90 1774 3404 274 1156 1863 1583 1304 1256 515 Grp Volume(v), veh/h 48 494 490 92 731 716 28 36 52 184 0 220 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1814 1156 1863 1583 1304 0 1772 Q Serve(g_s), s 1.1 15.9 15.9 2.1 27.8 28.1 2.3 1.6 2.7 13.4 0.0 11.3 Cycle Q Clear(g_c), s 1.1 15.9 15.9 2.1 27.8 28.1 13.6 1.6 2.7 15.0 0.0 11.3 Prop In Lane 1.00 0.05 1.00 0.15 1.00 1.00 1.00 0.29 Lane Grp Cap(c), veh/h 242 1106 1096 385 1121 1092 245 483 410 385 0 459 V/C Ratio(X) 0.20 0.45 0.45 0.24 0.65 0.66 0.11 0.07 0.13 0.48 0.00 0.48 Avail Cap(c_a), veh/h 274 1106 1096 420 1121 1092 245 483 410 385 0 459 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 11.9 12.1 12.1 9.0 14.1 14.2 39.6 30.2 30.7 35.9 0.0 33.9 Incr Delay (d2), s/veh 0.4 1.3 1.3 0.3 3.0 3.1 0.9 0.3 0.6 4.2 0.0 3.6 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 Back of Q (50%), veh/ln 0.4 6.9 6.8 0.8 12.5 12.3 0.7 0.8 1.1 4.9 0.0 5.6 Lane Grp Delay (d), s/veh 12.3 13.4 13.5 9.3 17.1 17.3 40.6 30.5 31.3 40.1 0.0 37.4 Lane Grp LOS B B B A B B D C C D D Approach Vol, veh/h 1032 1539 116 404 Approach Delay, s/veh 13.4 16.7 33.3 38.6 Approach LOS B B C D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.1 68.1 7.9 69.0 32.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 64.0 6.0 65.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 3.1 17.9 4.1 30.1 15.6 17.0 Green Ext Time (p_c), s 0.0 26.7 0.0 22.6 1.9 1.8 Intersection Summary HCM 2010 Ctrl Delay 19.1 HCM 2010 LOS B Notes 155 HCM 2010 Signalized Intersection Summary 2015 Background + Project AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 80 934 20 38 519 199 38 105 81 47 19 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 432 2269 96 345 1560 666 310 403 342 230 165 202 Arrive On Green 0.04 0.64 0.64 0.03 0.63 0.63 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3550 150 1774 2480 1059 1326 1863 1583 1092 763 935 Grp Volume(v), veh/h 119 598 589 64 500 449 52 148 135 70 0 69 Grp Sat Flow(s),veh/h/ln 1774 1863 1836 1774 1863 1676 1326 1863 1583 1092 0 1698 Q Serve(g_s), s 2.4 18.1 18.2 1.3 14.5 14.5 3.5 7.2 7.8 6.2 0.0 3.5 Cycle Q Clear(g_c), s 2.4 18.1 18.2 1.3 14.5 14.5 7.1 7.2 7.8 13.4 0.0 3.5 Prop In Lane 1.00 0.08 1.00 0.63 1.00 1.00 1.00 0.55 Lane Grp Cap(c), veh/h 432 1191 1174 345 1172 1054 310 403 342 230 0 367 V/C Ratio(X) 0.28 0.50 0.50 0.19 0.43 0.43 0.17 0.37 0.39 0.30 0.00 0.19 Avail Cap(c_a), veh/h 575 1191 1174 405 1172 1054 310 403 342 230 0 367 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 7.2 10.2 10.2 7.9 10.0 10.0 37.0 35.5 35.7 41.2 0.0 34.1 Incr Delay (d2), s/veh 0.3 1.5 1.5 0.3 1.1 1.3 1.2 2.6 3.4 3.4 0.0 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 Back of Q (50%), veh/ln 0.9 7.8 7.7 0.5 6.2 5.6 1.3 3.7 3.3 1.9 0.0 1.6 Lane Grp Delay (d), s/veh 7.6 11.7 11.7 8.2 11.1 11.3 38.1 38.1 39.1 44.6 0.0 35.2 Lane Grp LOS A B B A B B D D D D D Approach Vol, veh/h 1306 1013 335 139 Approach Delay, s/veh 11.3 11.0 38.5 39.9 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.5 72.0 7.4 70.9 27.0 27.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 13.0 68.0 7.0 62.0 23.0 23.0 Max Q Clear Time (g_c+I1), s 4.4 20.2 3.3 16.5 9.8 15.4 Green Ext Time (p_c), s 0.2 22.1 0.0 21.6 1.8 1.3 Intersection Summary HCM 2010 Ctrl Delay 15.9 HCM 2010 LOS B Notes 156 HCM 2010 Signalized Intersection Summary 2015 Background + Project PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 47 845 19 72 1232 127 18 36 44 208 129 78 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 230 2077 52 372 1910 203 232 517 440 400 316 171 Arrive On Green 0.03 0.57 0.57 0.04 0.58 0.58 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1774 3619 90 1774 3312 352 1110 1863 1583 1290 1139 616 Grp Volume(v), veh/h 81 494 490 92 750 732 28 48 52 229 0 265 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1801 1110 1863 1583 1290 0 1754 Q Serve(g_s), s 2.0 16.6 16.6 2.3 30.8 31.3 2.4 2.1 2.6 17.3 0.0 13.9 Cycle Q Clear(g_c), s 2.0 16.6 16.6 2.3 30.8 31.3 16.3 2.1 2.6 19.4 0.0 13.9 Prop In Lane 1.00 0.05 1.00 0.20 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 230 1069 1060 372 1074 1039 232 517 440 400 0 487 V/C Ratio(X) 0.35 0.46 0.46 0.25 0.70 0.70 0.12 0.09 0.12 0.57 0.00 0.54 Avail Cap(c_a), veh/h 316 1069 1060 404 1074 1039 232 517 440 400 0 487 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 14.4 13.3 13.3 10.1 16.2 16.3 40.1 28.9 29.1 36.1 0.0 33.2 Incr Delay (d2), s/veh 0.9 1.4 1.5 0.3 3.8 4.0 1.1 0.4 0.5 5.8 0.0 4.3 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 Back of Q (50%), veh/ln 0.8 7.4 7.4 0.9 13.8 13.8 0.7 1.0 1.1 6.3 0.0 6.8 Lane Grp Delay (d), s/veh 15.4 14.8 14.8 10.4 20.0 20.3 41.2 29.3 29.7 41.9 0.0 37.5 Lane Grp LOS B B B B B C D C C D D Approach Vol, veh/h 1065 1574 128 494 Approach Delay, s/veh 14.8 19.6 32.1 39.6 Approach LOS B B C D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.7 66.0 8.0 66.3 34.0 34.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 62.0 6.0 59.0 30.0 30.0 Max Q Clear Time (g_c+I1), s 4.0 18.6 4.3 33.3 18.3 21.4 Green Ext Time (p_c), s 0.1 26.4 0.0 18.6 2.3 2.0 Intersection Summary HCM 2010 Ctrl Delay 21.5 HCM 2010 LOS C Notes 157 HCM 2010 Signalized Intersection Summary 2025 Background AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 79 1184 25 48 658 214 48 122 103 41 19 13 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 380 2365 98 279 1725 624 282 349 297 176 176 147 Arrive On Green 0.04 0.67 0.67 0.03 0.66 0.66 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1774 3552 147 1774 2613 945 1341 1863 1583 1032 938 786 Grp Volume(v), veh/h 118 756 748 81 601 549 66 172 172 61 0 57 Grp Sat Flow(s),veh/h/ln 1774 1863 1837 1774 1863 1696 1341 1863 1583 1032 0 1724 Q Serve(g_s), s 2.2 24.3 24.5 1.6 17.3 17.3 4.6 8.8 10.6 6.0 0.0 3.0 Cycle Q Clear(g_c), s 2.2 24.3 24.5 1.6 17.3 17.3 7.6 8.8 10.6 14.8 0.0 3.0 Prop In Lane 1.00 0.08 1.00 0.56 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 380 1240 1223 279 1230 1120 282 349 297 176 0 323 V/C Ratio(X) 0.31 0.61 0.61 0.29 0.49 0.49 0.23 0.49 0.58 0.35 0.00 0.18 Avail Cap(c_a), veh/h 493 1240 1223 335 1230 1120 282 349 297 176 0 323 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 6.9 10.0 10.0 8.7 9.1 9.1 39.6 38.8 39.5 45.4 0.0 36.4 Incr Delay (d2), s/veh 0.5 2.2 2.3 0.6 1.4 1.5 1.9 4.9 8.0 5.3 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 0.8 10.2 10.1 0.6 7.3 6.7 1.7 4.7 4.8 1.9 0.0 1.4 Lane Grp Delay (d), s/veh 7.4 12.3 12.3 9.3 10.5 10.6 41.5 43.7 47.5 50.7 0.0 37.6 Lane Grp LOS A B B A B B D D D D D Approach Vol, veh/h 1622 1231 410 118 Approach Delay, s/veh 11.9 10.5 44.9 44.4 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.2 75.0 7.6 74.4 24.0 24.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 71.0 7.0 67.0 20.0 20.0 Max Q Clear Time (g_c+I1), s 4.2 26.5 3.6 19.3 12.6 16.8 Green Ext Time (p_c), s 0.1 29.7 0.0 31.1 1.5 0.8 Intersection Summary HCM 2010 Ctrl Delay 16.5 HCM 2010 LOS B Notes 158 HCM 2010 Signalized Intersection Summary 2025 Background PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 35 1071 24 91 1562 122 23 34 56 212 148 68 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 175 2176 54 318 2087 167 183 460 391 357 310 127 Arrive On Green 0.03 0.60 0.60 0.04 0.61 0.61 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3621 89 1774 3406 272 1097 1863 1583 1277 1255 516 Grp Volume(v), veh/h 60 626 621 117 920 915 36 45 66 233 0 278 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1815 1097 1863 1583 1277 0 1772 Q Serve(g_s), s 1.4 22.1 22.1 2.7 41.3 43.1 3.3 2.0 3.6 18.8 0.0 15.3 Cycle Q Clear(g_c), s 1.4 22.1 22.1 2.7 41.3 43.1 18.6 2.0 3.6 20.9 0.0 15.3 Prop In Lane 1.00 0.05 1.00 0.15 1.00 1.00 1.00 0.29 Lane Grp Cap(c), veh/h 175 1120 1110 318 1141 1112 183 460 391 357 0 437 V/C Ratio(X) 0.34 0.56 0.56 0.37 0.81 0.82 0.20 0.10 0.17 0.65 0.00 0.64 Avail Cap(c_a), veh/h 186 1120 1110 389 1141 1112 183 460 391 357 0 437 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 18.2 13.1 13.1 10.4 16.2 16.5 45.1 31.8 32.4 39.8 0.0 36.8 Incr Delay (d2), s/veh 1.1 2.0 2.0 0.7 6.1 6.9 2.4 0.4 0.9 8.9 0.0 6.9 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 Back of Q (50%), veh/ln 0.8 9.7 9.6 1.0 19.1 19.4 1.1 1.0 1.5 7.0 0.0 7.8 Lane Grp Delay (d), s/veh 19.3 15.1 15.1 11.1 22.3 23.5 47.5 32.2 33.3 48.8 0.0 43.7 Lane Grp LOS B B B B C C D C C D D Approach Vol, veh/h 1307 1952 147 511 Approach Delay, s/veh 15.3 22.2 36.4 46.0 Approach LOS B C D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 7.4 69.7 8.6 71.0 31.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 62.0 9.0 67.0 27.0 27.0 Max Q Clear Time (g_c+I1), s 3.4 24.1 4.7 45.1 20.6 22.9 Green Ext Time (p_c), s 0.0 31.2 0.1 19.4 1.7 1.2 Intersection Summary HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS C Notes 159 HCM 2010 Signalized Intersection Summary 2025 Background + Project AM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 97 1184 25 48 658 244 48 131 103 56 23 22 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 349 2232 93 257 1540 635 312 419 356 210 175 208 Arrive On Green 0.05 0.63 0.63 0.03 0.61 0.61 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1774 3552 147 1774 2509 1034 1312 1863 1583 1020 776 923 Grp Volume(v), veh/h 145 756 748 81 626 567 66 185 172 84 0 81 Grp Sat Flow(s),veh/h/ln 1774 1863 1837 1774 1863 1680 1312 1863 1583 1020 0 1700 Q Serve(g_s), s 3.1 27.1 27.2 1.8 20.8 21.0 4.6 9.1 10.1 8.2 0.0 4.1 Cycle Q Clear(g_c), s 3.1 27.1 27.2 1.8 20.8 21.0 8.7 9.1 10.1 17.3 0.0 4.1 Prop In Lane 1.00 0.08 1.00 0.62 1.00 1.00 1.00 0.54 Lane Grp Cap(c), veh/h 349 1170 1154 257 1143 1031 312 419 356 210 0 383 V/C Ratio(X) 0.42 0.65 0.65 0.31 0.55 0.55 0.21 0.44 0.48 0.40 0.00 0.21 Avail Cap(c_a), veh/h 462 1170 1154 313 1143 1031 312 419 356 210 0 383 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 9.5 12.4 12.4 11.0 12.0 12.0 37.2 35.5 35.9 43.0 0.0 33.6 Incr Delay (d2), s/veh 0.8 2.8 2.8 0.7 1.9 2.1 1.5 3.3 4.6 5.6 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 Back of Q (50%), veh/ln 1.2 11.8 11.7 0.7 9.1 8.3 1.7 4.7 4.4 2.5 0.0 1.9 Lane Grp Delay (d), s/veh 10.3 15.2 15.3 11.7 13.9 14.1 38.7 38.9 40.5 48.6 0.0 34.9 Lane Grp LOS B B B B B B D D D D C Approach Vol, veh/h 1649 1274 423 165 Approach Delay, s/veh 14.8 13.8 39.5 41.9 Approach LOS B B D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 9.2 71.0 7.6 69.5 28.0 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 67.0 7.0 62.0 24.0 24.0 Max Q Clear Time (g_c+I1), s 5.1 29.2 3.8 23.0 12.1 19.3 Green Ext Time (p_c), s 0.2 27.1 0.0 27.7 2.1 1.2 Intersection Summary HCM 2010 Ctrl Delay 18.7 HCM 2010 LOS B Notes 160 HCM 2010 Signalized Intersection Summary 2025 Background + Project PM.syn 4: Meadowlark Avenue/Research Boulevard & Drake Road 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 54 1071 24 91 1562 153 23 43 56 253 160 92 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 186.3 186.3 186.3 190.0 Lanes 1 2 0 1 2 0 1 1 1 1 1 0 Cap, veh/h 171 2122 52 311 1975 197 164 483 410 365 300 155 Arrive On Green 0.04 0.59 0.59 0.04 0.59 0.59 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1774 3621 89 1774 3334 333 1052 1863 1583 1263 1159 598 Grp Volume(v), veh/h 93 626 621 117 937 933 36 57 66 278 0 323 Grp Sat Flow(s),veh/h/ln 1774 1863 1847 1774 1863 1804 1052 1863 1583 1263 0 1757 Q Serve(g_s), s 2.3 22.6 22.7 2.8 44.6 47.1 3.5 2.5 3.5 23.3 0.0 18.0 Cycle Q Clear(g_c), s 2.3 22.6 22.7 2.8 44.6 47.1 21.5 2.5 3.5 25.8 0.0 18.0 Prop In Lane 1.00 0.05 1.00 0.18 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 171 1092 1082 311 1104 1069 164 483 410 365 0 455 V/C Ratio(X) 0.54 0.57 0.57 0.38 0.85 0.87 0.22 0.12 0.16 0.76 0.00 0.71 Avail Cap(c_a), veh/h 203 1092 1082 382 1104 1069 164 483 410 365 0 455 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 23.2 13.9 13.9 11.1 18.1 18.6 46.1 30.6 30.9 40.4 0.0 36.3 Incr Delay (d2), s/veh 2.7 2.2 2.2 0.8 8.2 9.8 3.1 0.5 0.8 14.0 0.0 9.0 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 Back of Q (50%), veh/ln 2.6 10.1 10.0 1.1 21.3 22.1 1.1 1.3 1.5 8.9 0.0 9.2 Lane Grp Delay (d), s/veh 25.9 16.1 16.2 11.8 26.2 28.4 49.1 31.1 31.8 54.5 0.0 45.3 Lane Grp LOS C B B B C C D C C D D Approach Vol, veh/h 1340 1987 159 601 Approach Delay, s/veh 16.8 26.4 35.4 49.6 Approach LOS B C D D Timer Assigned Phs 7 4 3 8 2 6 Phs Duration (G+Y+Rc), s 8.0 67.3 8.7 68.0 32.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 61.0 9.0 64.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 4.3 24.7 4.8 49.1 23.5 27.8 Green Ext Time (p_c), s 0.0 30.5 0.1 13.7 1.6 0.1 Intersection Summary HCM 2010 Ctrl Delay 27.0 HCM 2010 LOS C Notes 161 HCM Unsignalized Intersection Capacity Analysis 2015 Existing AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 98 920 715 167 14 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 140 1122 917 220 20 40 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.82 vC, conflicting volume 1136 1868 568 vC1, stage 1 conf vol 1027 vC2, stage 2 conf vol 841 vCu, unblocked vol 1136 1624 568 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 77 92 91 cM capacity (veh/h) 611 247 466 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 514 748 611 525 60 Volume Left 140 0 0 0 20 Volume Right 0 0 0 220 40 cSH 611 1700 1700 1700 359 Volume to Capacity 0.23 0.44 0.36 0.31 0.17 Queue Length 95th (ft) 22 0 0 0 15 Control Delay (s) 6.1 0.0 0.0 0.0 17.0 Lane LOS A C Approach Delay (s) 2.5 0.0 17.0 Approach LOS C Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 162 HCM Unsignalized Intersection Capacity Analysis 2015 Existing PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 22 1074 1350 30 60 64 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 32 1167 1484 48 80 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.84 vC, conflicting volume 1532 2155 766 vC1, stage 1 conf vol 1508 vC2, stage 2 conf vol 647 vCu, unblocked vol 1532 1998 766 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 93 50 66 cM capacity (veh/h) 430 161 345 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 421 778 989 543 196 Volume Left 32 0 0 0 80 Volume Right 0 0 0 48 116 cSH 430 1700 1700 1700 235 Volume to Capacity 0.07 0.46 0.58 0.32 0.83 Queue Length 95th (ft) 6 0 0 0 162 Control Delay (s) 2.3 0.0 0.0 0.0 67.6 Lane LOS A F Approach Delay (s) 0.8 0.0 67.6 Approach LOS F Intersection Summary Average Delay 4.9 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 163 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project AM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project AM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 98 935 745 181 21 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 140 1140 955 238 30 40 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.82 vC, conflicting volume 1193 1924 597 vC1, stage 1 conf vol 1074 vC2, stage 2 conf vol 850 vCu, unblocked vol 1193 1685 597 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 76 87 91 cM capacity (veh/h) 581 235 446 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 520 760 637 557 30 40 Volume Left 140 0 0 0 30 0 Volume Right 0 0 0 238 0 40 cSH 581 1700 1700 1700 235 446 Volume to Capacity 0.24 0.45 0.37 0.33 0.13 0.09 Queue Length 95th (ft) 23 0 0 0 11 7 Control Delay (s) 6.5 0.0 0.0 0.0 22.6 13.9 Lane LOS A C B Approach Delay (s) 2.7 0.0 17.6 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 164 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project PM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project PM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 22 1115 1381 45 79 64 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 32 1212 1518 73 105 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.84 vC, conflicting volume 1590 2224 795 vC1, stage 1 conf vol 1554 vC2, stage 2 conf vol 670 vCu, unblocked vol 1590 2071 795 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 92 31 65 cM capacity (veh/h) 409 152 330 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 436 808 1012 578 105 116 Volume Left 32 0 0 0 105 0 Volume Right 0 0 0 73 0 116 cSH 409 1700 1700 1700 152 330 Volume to Capacity 0.08 0.48 0.60 0.34 0.69 0.35 Queue Length 95th (ft) 6 0 0 0 101 39 Control Delay (s) 2.4 0.0 0.0 0.0 70.1 21.7 Lane LOS A F C Approach Delay (s) 0.9 0.0 44.7 Approach LOS E Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 165 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 98 935 745 181 21 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 140 1140 955 238 30 40 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.82 vC, conflicting volume 1193 1924 597 vC1, stage 1 conf vol 1074 vC2, stage 2 conf vol 850 vCu, unblocked vol 1193 1685 597 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 76 87 91 cM capacity (veh/h) 581 235 446 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 520 760 637 557 70 Volume Left 140 0 0 0 30 Volume Right 0 0 0 238 40 cSH 581 1700 1700 1700 322 Volume to Capacity 0.24 0.45 0.37 0.33 0.22 Queue Length 95th (ft) 23 0 0 0 20 Control Delay (s) 6.5 0.0 0.0 0.0 19.3 Lane LOS A C Approach Delay (s) 2.7 0.0 19.3 Approach LOS C Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 166 HCM Unsignalized Intersection Capacity Analysis 2015 Background + Project PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 22 1115 1381 45 79 64 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 32 1212 1518 73 105 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.84 vC, conflicting volume 1590 2224 795 vC1, stage 1 conf vol 1554 vC2, stage 2 conf vol 670 vCu, unblocked vol 1590 2071 795 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 92 31 65 cM capacity (veh/h) 409 152 330 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 436 808 1012 578 222 Volume Left 32 0 0 0 105 Volume Right 0 0 0 73 116 cSH 409 1700 1700 1700 212 Volume to Capacity 0.08 0.48 0.60 0.34 1.05 Queue Length 95th (ft) 6 0 0 0 244 Control Delay (s) 2.4 0.0 0.0 0.0 122.4 Lane LOS A F Approach Delay (s) 0.9 0.0 122.4 Approach LOS F Intersection Summary Average Delay 9.2 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15 167 HCM Unsignalized Intersection Capacity Analysis 2025 Background AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 124 1166 906 212 18 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 177 1422 1162 279 26 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.74 vC, conflicting volume 1440 2366 720 vC1, stage 1 conf vol 1301 vC2, stage 2 conf vol 1065 vCu, unblocked vol 1440 2146 720 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 62 85 86 cM capacity (veh/h) 467 169 370 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 651 948 774 666 77 Volume Left 177 0 0 0 26 Volume Right 0 0 0 279 51 cSH 467 1700 1700 1700 265 Volume to Capacity 0.38 0.56 0.46 0.39 0.29 Queue Length 95th (ft) 44 0 0 0 29 Control Delay (s) 11.4 0.0 0.0 0.0 24.0 Lane LOS B C Approach Delay (s) 4.6 0.0 24.0 Approach LOS C Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15 168 HCM Unsignalized Intersection Capacity Analysis 2025 Background PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 28 1361 1711 38 76 81 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 41 1479 1880 61 101 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.76 vC, conflicting volume 1942 2732 971 vC1, stage 1 conf vol 1911 vC2, stage 2 conf vol 821 vCu, unblocked vol 1942 2647 971 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 86 0 42 cM capacity (veh/h) 298 98 253 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 534 986 1253 688 249 Volume Left 41 0 0 0 101 Volume Right 0 0 0 61 147 cSH 298 1700 1700 1700 153 Volume to Capacity 0.14 0.58 0.74 0.40 1.62 Queue Length 95th (ft) 12 0 0 0 433 Control Delay (s) 4.8 0.0 0.0 0.0 360.1 Lane LOS A F Approach Delay (s) 1.7 0.0 360.1 Approach LOS F Intersection Summary Average Delay 24.8 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 169 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project AM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project AM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 124 1181 936 226 25 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 177 1440 1200 297 36 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.71 vC, conflicting volume 1497 2423 749 vC1, stage 1 conf vol 1349 vC2, stage 2 conf vol 1074 vCu, unblocked vol 1497 2193 749 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 60 78 86 cM capacity (veh/h) 444 164 355 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 657 960 800 697 36 51 Volume Left 177 0 0 0 36 0 Volume Right 0 0 0 297 0 51 cSH 444 1700 1700 1700 164 355 Volume to Capacity 0.40 0.56 0.47 0.41 0.22 0.14 Queue Length 95th (ft) 47 0 0 0 20 12 Control Delay (s) 12.4 0.0 0.0 0.0 33.0 16.9 Lane LOS B D C Approach Delay (s) 5.1 0.0 23.5 Approach LOS C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15 170 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project PM Imp.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project PM Imp 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 28 1402 1742 53 95 81 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 41 1524 1914 85 127 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.76 vC, conflicting volume 2000 2800 1000 vC1, stage 1 conf vol 1957 vC2, stage 2 conf vol 843 vCu, unblocked vol 2000 2735 1000 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 86 0 39 cM capacity (veh/h) 283 92 242 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total 549 1016 1276 724 127 147 Volume Left 41 0 0 0 127 0 Volume Right 0 0 0 85 0 147 cSH 283 1700 1700 1700 92 242 Volume to Capacity 0.14 0.60 0.75 0.43 1.38 0.61 Queue Length 95th (ft) 12 0 0 0 235 90 Control Delay (s) 5.2 0.0 0.0 0.0 306.3 40.7 Lane LOS A F E Approach Delay (s) 1.8 0.0 163.5 Approach LOS F Intersection Summary Average Delay 12.4 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 171 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project AM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 124 1181 936 226 25 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.70 0.82 0.78 0.76 0.70 0.45 Hourly flow rate (vph) 177 1440 1200 297 36 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.71 vC, conflicting volume 1497 2423 749 vC1, stage 1 conf vol 1349 vC2, stage 2 conf vol 1074 vCu, unblocked vol 1497 2193 749 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 60 78 86 cM capacity (veh/h) 444 164 355 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 657 960 800 697 87 Volume Left 177 0 0 0 36 Volume Right 0 0 0 297 51 cSH 444 1700 1700 1700 240 Volume to Capacity 0.40 0.56 0.47 0.41 0.36 Queue Length 95th (ft) 47 0 0 0 39 Control Delay (s) 12.4 0.0 0.0 0.0 28.3 Lane LOS B D Approach Delay (s) 5.1 0.0 28.3 Approach LOS D Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15 172 HCM Unsignalized Intersection Capacity Analysis 2025 Background + Project PM.syn 5: Drake Road & Gilette Drive Access 2/3/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 28 1402 1742 53 95 81 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.92 0.91 0.62 0.75 0.55 Hourly flow rate (vph) 41 1524 1914 85 127 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 823 pX, platoon unblocked 0.76 vC, conflicting volume 2000 2800 1000 vC1, stage 1 conf vol 1957 vC2, stage 2 conf vol 843 vCu, unblocked vol 2000 2735 1000 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 86 0 39 cM capacity (veh/h) 283 92 242 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 549 1016 1276 724 274 Volume Left 41 0 0 0 127 Volume Right 0 0 0 85 147 cSH 283 1700 1700 1700 138 Volume to Capacity 0.14 0.60 0.75 0.43 1.99 Queue Length 95th (ft) 12 0 0 0 543 Control Delay (s) 5.2 0.0 0.0 0.0 522.6 Lane LOS A F Approach Delay (s) 1.8 0.0 522.6 Approach LOS F Intersection Summary Average Delay 38.0 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 173 HCM 2010 TWSC 2015 Existing AM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 3 3 10 181 88 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 38 38 50 72 96 53 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 8 20 251 92 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 399 108 124 0 - 0 Stage 1 108 - - - - - Stage 2 291 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 607 946 1463 - - - Stage 1 916 - - - - - Stage 2 759 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 597 946 1463 - - - Mov Capacity-2 Maneuver 597 - - - - - Stage 1 916 - - - - - Stage 2 747 - - - - - Approach EB NB SB HCM Control Delay, s 10 0.6 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1463 - 732 - - HCM Lane V/C Ratio 0.014 - 0.022 - - HCM Control Delay (s) 7.495 0 10 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.042 - 0.066 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 174 HCM 2010 TWSC 2015 Existing PM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 9 7 4 150 261 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 56 58 100 81 89 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 12 4 185 293 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 490 297 301 0 - 0 Stage 1 297 - - - - - Stage 2 193 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 537 742 1260 - - - Stage 1 754 - - - - - Stage 2 840 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 535 742 1260 - - - Mov Capacity-2 Maneuver 535 - - - - - Stage 1 754 - - - - - Stage 2 837 - - - - - Approach EB NB SB HCM Control Delay, s 11.2 0.2 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1260 - 608 - - HCM Lane V/C Ratio 0.003 - 0.046 - - HCM Control Delay (s) 7.866 0 11.2 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.01 - 0.145 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 175 HCM 2010 TWSC 2015 Background + Project AM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 0 3 13 0 27 10 181 27 54 88 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 92 38 92 92 92 50 72 92 92 96 53 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 8 14 0 29 20 251 29 59 92 32 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 546 546 108 535 547 266 124 0 0 281 0 0 Stage 1 225 225 - 306 306 - - - - - - - Stage 2 321 321 - 229 241 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 448 445 946 456 445 773 1463 - - 1282 - - Stage 1 778 718 - 704 662 - - - - - - - Stage 2 691 652 - 774 706 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 410 416 946 430 416 773 1463 - - 1282 - - Mov Capacity-2 Maneuver 410 416 - 430 416 - - - - - - - Stage 1 766 682 - 693 651 - - - - - - - Stage 2 654 642 - 729 671 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 11.3 0.5 2.6 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1463 - - 572 614 1282 - - HCM Lane V/C Ratio 0.014 - - 0.028 0.071 0.046 - - HCM Control Delay (s) 7.495 0 - 11.5 11.3 7.943 0 - HCM Lane LOS A A B B A A HCM 95th %tile Q(veh) 0.042 - - 0.085 0.228 0.144 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 176 HCM 2010 TWSC 2015 Background + Project PM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 0 7 36 0 72 4 150 28 56 261 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 56 92 58 92 92 92 100 81 92 92 89 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 0 12 39 0 78 4 185 30 61 293 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 667 643 297 633 631 200 301 0 0 216 0 0 Stage 1 419 419 - 208 208 - - - - - - - Stage 2 248 224 - 425 423 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 372 392 742 392 398 841 1260 - - 1354 - - Stage 1 612 590 - 794 730 - - - - - - - Stage 2 756 718 - 607 588 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 322 369 742 369 375 841 1260 - - 1354 - - Mov Capacity-2 Maneuver 322 369 - 369 375 - - - - - - - Stage 1 610 558 - 791 727 - - - - - - - Stage 2 683 715 - 565 556 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.1 12.6 0.1 1.3 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1260 - - 425 590 1354 - - HCM Lane V/C Ratio 0.003 - - 0.066 0.199 0.045 - - HCM Control Delay (s) 7.866 0 - 14.1 12.6 7.784 0 - HCM Lane LOS A A B B A A HCM 95th %tile Q(veh) 0.01 - - 0.212 0.736 0.141 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 177 HCM 2010 TWSC 2025 Background AM.syn 6: Research Boulevard & North Access 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 4 4 13 229 112 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 38 38 50 72 96 53 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 11 26 318 117 42 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 507 137 158 0 - 0 Stage 1 137 - - - - - Stage 2 370 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 525 911 1422 - - - Stage 1 890 - - - - - Stage 2 699 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 513 911 1422 - - - Mov Capacity-2 Maneuver 513 - - - - - Stage 1 890 - - - - - Stage 2 684 - - - - - Approach EB NB SB HCM Control Delay, s 10.7 0.6 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1422 - 656 - - HCM Lane V/C Ratio 0.018 - 0.032 - - HCM Control Delay (s) 7.579 0 10.7 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.056 - 0.099 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 178 HCM 2010 TWSC 2025 Background PM.syn 6: Research Boulevard & North Access 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 11 9 5 190 331 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 56 58 100 81 89 88 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 16 5 235 372 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 622 377 382 0 - 0 Stage 1 377 - - - - - Stage 2 245 - - - - - Follow-up Headway 3.518 3.318 2.218 - - - Pot Capacity-1 Maneuver 450 670 1176 - - - Stage 1 694 - - - - - Stage 2 796 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 448 670 1176 - - - Mov Capacity-2 Maneuver 448 - - - - - Stage 1 694 - - - - - Stage 2 792 - - - - - Approach EB NB SB HCM Control Delay, s 12.3 0.2 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1176 - 525 - - HCM Lane V/C Ratio 0.004 - 0.067 - - HCM Control Delay (s) 8.074 0 12.3 - - HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.013 - 0.215 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 179 HCM 2010 TWSC 2025 Background + Project AM.syn 6: Research Boulevard & North Access 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 4 13 0 27 13 229 27 54 112 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 92 38 92 92 92 50 72 92 92 96 53 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 11 14 0 29 26 318 29 59 117 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 654 654 137 645 661 333 158 0 0 347 0 0 Stage 1 255 255 - 385 385 - - - - - - - Stage 2 399 399 - 260 276 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 380 386 911 385 383 709 1422 - - 1212 - - Stage 1 749 696 - 638 611 - - - - - - - Stage 2 627 602 - 745 682 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 343 357 911 359 354 709 1422 - - 1212 - - Mov Capacity-2 Maneuver 343 357 - 359 354 - - - - - - - Stage 1 732 658 - 623 597 - - - - - - - Stage 2 587 588 - 697 645 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 12.3 0.5 2.2 HCM LOS B B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1422 - - 498 538 1212 - - HCM Lane V/C Ratio 0.018 - - 0.042 0.081 0.048 - - HCM Control Delay (s) 7.579 0 - 12.5 12.3 8.121 0 - HCM Lane LOS A A B B A A HCM 95th %tile Q(veh) 0.056 - - 0.132 0.263 0.153 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 180 HCM 2010 TWSC 2025 Background + Project PM.syn 6: Research Boulevard & North Access 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 11 0 9 36 0 72 5 190 28 56 331 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 56 92 58 92 92 92 100 81 92 92 89 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 0 16 39 0 78 5 235 30 61 372 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 798 774 377 767 764 250 382 0 0 265 0 0 Stage 1 499 499 - 260 260 - - - - - - - Stage 2 299 275 - 507 504 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 304 329 670 319 334 789 1176 - - 1299 - - Stage 1 554 544 - 745 693 - - - - - - - Stage 2 710 683 - 548 541 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 260 308 670 296 312 789 1176 - - 1299 - - Mov Capacity-2 Maneuver 260 308 - 296 312 - - - - - - - Stage 1 551 511 - 741 690 - - - - - - - Stage 2 636 680 - 503 509 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.2 14.2 0.1 1.1 HCM LOS C B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1176 - - 356 507 1299 - - HCM Lane V/C Ratio 0.004 - - 0.099 0.232 0.047 - - HCM Control Delay (s) 8.074 0 - 16.2 14.2 7.908 0 - HCM Lane LOS A A C B A A HCM 95th %tile Q(veh) 0.013 - - 0.326 0.888 0.147 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 181 HCM 2010 TWSC 2015 Existing AM.syn 7: Research Boulevard & South Access 2/2/2015 2015 Existing AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 0 22 0 0 0 73 256 0 0 42 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 32 0 0 0 100 366 0 0 48 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 628 628 62 644 642 366 76 0 0 366 0 0 Stage 1 62 62 - 566 566 - - - - - - - Stage 2 566 566 - 78 76 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 395 400 1003 386 392 679 1523 - - 1193 - - Stage 1 949 843 - 509 507 - - - - - - - Stage 2 509 507 - 931 832 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 375 374 1003 355 366 679 1523 - - 1193 - - Mov Capacity-2 Maneuver 375 374 - 355 366 - - - - - - - Stage 1 887 843 - 476 474 - - - - - - - Stage 2 476 474 - 901 832 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10 0 1.6 0 HCM LOS B A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1523 - - 753 0 1193 - - HCM Lane V/C Ratio 0.066 - - 0.053 + - - - HCM Control Delay (s) 7.53 - - 10 0 0 - - HCM Lane LOS A B A A HCM 95th %tile Q(veh) 0.211 - - 0.167 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 182 HCM 2010 TWSC 2015 Existing PM.syn 7: Research Boulevard & South Access 2/2/2015 2015 Existing PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 22 0 86 0 0 0 35 118 0 0 253 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 96 0 0 0 48 133 0 0 291 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 531 531 303 579 543 133 315 0 0 133 0 0 Stage 1 303 303 - 228 228 - - - - - - - Stage 2 228 228 - 351 315 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 459 454 737 426 447 916 1245 - - 1452 - - Stage 1 706 664 - 775 715 - - - - - - - Stage 2 775 715 - 666 656 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 445 436 737 360 430 916 1245 - - 1452 - - Mov Capacity-2 Maneuver 445 436 - 360 430 - - - - - - - Stage 1 679 664 - 745 687 - - - - - - - Stage 2 745 687 - 580 656 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.6 0 2.1 0 HCM LOS B A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1245 - - 611 0 1452 - - HCM Lane V/C Ratio 0.039 - - 0.228 + - - - HCM Control Delay (s) 8.007 - - 12.6 0 0 - - HCM Lane LOS A B A A HCM 95th %tile Q(veh) 0.12 - - 0.875 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 183 HCM 2010 TWSC 2015 Background + Project AM.syn 7: Research Boulevard & South Access 2/9/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 0 22 15 0 0 73 283 30 0 55 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 32 60 0 0 100 404 120 0 62 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 741 801 77 741 755 464 91 0 0 524 0 0 Stage 1 77 77 - 664 664 - - - - - - - Stage 2 664 724 - 77 91 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 332 318 984 332 338 598 1504 - - 1043 - - Stage 1 932 831 - 450 458 - - - - - - - Stage 2 450 430 - 932 820 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 315 297 984 305 316 598 1504 - - 1043 - - Mov Capacity-2 Maneuver 315 297 - 305 316 - - - - - - - Stage 1 870 831 - 420 428 - - - - - - - Stage 2 420 401 - 902 820 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.3 19.7 1.2 0 HCM LOS B C Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1504 - - 516 984 305 1043 - - HCM Lane V/C Ratio 0.066 - - 0.036 0.022 0.197 - - - HCM Control Delay (s) 7.564 - - 12.2 8.7 19.7 0 - - HCM Lane LOS A B A C A HCM 95th %tile Q(veh) 0.213 - - 0.112 0.066 0.718 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 184 HCM 2010 TWSC 2015 Background + Project PM.syn 7: Research Boulevard & South Access 2/9/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 22 0 86 41 0 0 35 146 31 0 289 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 96 164 0 0 48 164 124 0 332 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 666 728 344 666 678 226 356 0 0 288 0 0 Stage 1 344 344 - 322 322 - - - - - - - Stage 2 322 384 - 344 356 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 373 350 699 373 374 813 1203 - - 1274 - - Stage 1 671 637 - 690 651 - - - - - - - Stage 2 690 611 - 671 629 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 362 336 699 312 359 813 1203 - - 1274 - - Mov Capacity-2 Maneuver 362 336 - 312 359 - - - - - - - Stage 1 644 637 - 662 625 - - - - - - - Stage 2 662 587 - 579 629 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.8 28.6 1.2 0 HCM LOS B D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1203 - - 454 699 312 1274 - - HCM Lane V/C Ratio 0.04 - - 0.167 0.091 0.526 - - - HCM Control Delay (s) 8.117 - - 14.5 10.7 28.6 0 - - HCM Lane LOS A B B D A HCM 95th %tile Q(veh) 0.124 - - 0.594 0.3 2.877 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 185 HCM 2010 TWSC 2025 Background AM.syn 7: Research Boulevard & South Access 2/2/2015 2015 Background AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 28 0 0 0 93 325 0 0 53 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 41 0 0 0 127 464 0 0 60 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 797 797 78 817 815 464 96 0 0 464 0 0 Stage 1 78 78 - 719 719 - - - - - - - Stage 2 719 719 - 98 96 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 305 319 983 295 312 598 1498 - - 1097 - - Stage 1 931 830 - 420 433 - - - - - - - Stage 2 420 433 - 908 815 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 285 292 983 264 286 598 1498 - - 1097 - - Mov Capacity-2 Maneuver 285 292 - 264 286 - - - - - - - Stage 1 852 830 - 384 396 - - - - - - - Stage 2 384 396 - 871 815 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11 0 1.6 0 HCM LOS B A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1498 - - 653 0 1097 - - HCM Lane V/C Ratio 0.085 - - 0.078 + - - - HCM Control Delay (s) 7.626 - - 11 0 0 - - HCM Lane LOS A B A A HCM 95th %tile Q(veh) 0.278 - - 0.254 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 186 HCM 2010 TWSC 2025 Background PM.syn 7: Research Boulevard & South Access 2/2/2015 2025 Background PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 28 0 109 0 0 0 44 150 0 0 321 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 75 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 56 0 121 0 0 0 60 169 0 0 369 31 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 673 673 384 734 689 169 400 0 0 169 0 0 Stage 1 384 384 - 289 289 - - - - - - - Stage 2 289 289 - 445 400 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 369 377 664 336 369 875 1159 - - 1409 - - Stage 1 639 611 - 719 673 - - - - - - - Stage 2 719 673 - 592 602 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 354 357 664 264 350 875 1159 - - 1409 - - Mov Capacity-2 Maneuver 354 357 - 264 350 - - - - - - - Stage 1 606 611 - 682 638 - - - - - - - Stage 2 682 638 - 484 602 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.5 0 2.2 0 HCM LOS C A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1159 - - 520 0 1409 - - HCM Lane V/C Ratio 0.052 - - 0.341 + - - - HCM Control Delay (s) 8.276 - - 15.5 0 0 - - HCM Lane LOS A C A A HCM 95th %tile Q(veh) 0.164 - - 1.497 + 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 187 HCM 2010 TWSC 2025 Background + Project AM.syn 7: Research Boulevard & South Access 2/9/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 28 15 0 0 93 352 30 0 66 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 38 25 69 25 25 25 73 70 25 25 88 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 41 60 0 0 127 503 120 0 75 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 911 971 93 911 928 563 110 0 0 623 0 0 Stage 1 93 93 - 818 818 - - - - - - - Stage 2 818 878 - 93 110 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 255 253 964 255 268 526 1480 - - 958 - - Stage 1 914 818 - 370 390 - - - - - - - Stage 2 370 366 - 914 804 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 238 231 964 228 245 526 1480 - - 958 - - Mov Capacity-2 Maneuver 238 231 - 228 245 - - - - - - - Stage 1 836 818 - 338 357 - - - - - - - Stage 2 338 335 - 876 804 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.4 26.3 1.3 0 HCM LOS B D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1480 - - 413 964 228 958 - - HCM Lane V/C Ratio 0.086 - - 0.058 0.028 0.263 - - - HCM Control Delay (s) 7.661 - - 14.3 8.8 26.3 0 - - HCM Lane LOS A B A D A HCM 95th %tile Q(veh) 0.282 - - 0.185 0.087 1.022 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 188 HCM 2010 TWSC 2025 Background + Project PM.syn 7: Research Boulevard & South Access 2/9/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 9.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 28 0 109 41 0 0 44 178 31 0 357 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - - 75 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 50 25 90 25 25 25 73 89 25 25 87 58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 56 0 121 164 0 0 60 200 124 0 410 31 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 809 871 426 809 824 262 441 0 0 324 0 0 Stage 1 426 426 - 383 383 - - - - - - - Stage 2 383 445 - 426 441 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 299 289 628 299 308 777 1119 - - 1236 - - Stage 1 606 586 - 640 612 - - - - - - - Stage 2 640 575 - 606 577 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 287 274 628 231 291 777 1119 - - 1236 - - Mov Capacity-2 Maneuver 287 274 - 231 291 - - - - - - - Stage 1 574 586 - 606 579 - - - - - - - Stage 2 606 544 - 489 577 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.1 51.4 1.3 0 HCM LOS C F Minor Lane / Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity (veh/h) 1119 - - 372 628 231 1236 - - HCM Lane V/C Ratio 0.054 - - 0.259 0.129 0.71 - - - HCM Control Delay (s) 8.4 - - 18 11.6 51.4 0 - - HCM Lane LOS A C B F A HCM 95th %tile Q(veh) 0.171 - - 1.019 0.44 4.703 0 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 189 HCM 2010 TWSC 2015 Background + Project AM.syn 8: Centre Avenue & Centre Access 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 9 18 590 18 36 220 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 20 641 20 39 239 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 968 651 0 0 661 0 Stage 1 651 - - - - - Stage 2 317 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 282 469 - - 927 - Stage 1 519 - - - - - Stage 2 738 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 270 469 - - 927 - Mov Capacity-2 Maneuver 270 - - - - - Stage 1 519 - - - - - Stage 2 707 - - - - - Approach WB NB SB HCM Control Delay, s 15.4 0 1.3 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 377 927 - HCM Lane V/C Ratio - - 0.078 0.042 - HCM Control Delay (s) - - 15.4 9.055 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.252 0.132 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 190 HCM 2010 TWSC 2015 Background + Project PM.syn 8: Centre Avenue & Centre Access 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 24 48 302 19 37 561 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 26 52 328 21 40 610 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1029 339 0 0 349 0 Stage 1 339 - - - - - Stage 2 690 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 259 703 - - 1210 - Stage 1 722 - - - - - Stage 2 498 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 250 703 - - 1210 - Mov Capacity-2 Maneuver 250 - - - - - Stage 1 722 - - - - - Stage 2 482 - - - - - Approach WB NB SB HCM Control Delay, s 15 0 0.5 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 438 1210 - HCM Lane V/C Ratio - - 0.179 0.033 - HCM Control Delay (s) - - 15 8.077 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.643 0.103 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 191 HCM 2010 TWSC 2025 Background + Project AM.syn 8: Centre Avenue & Centre Access 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 9 18 745 18 36 274 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 20 810 20 39 298 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1196 820 0 0 829 0 Stage 1 820 - - - - - Stage 2 376 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 206 375 - - 803 - Stage 1 433 - - - - - Stage 2 694 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 196 375 - - 803 - Mov Capacity-2 Maneuver 196 - - - - - Stage 1 433 - - - - - Stage 2 660 - - - - - Approach WB NB SB HCM Control Delay, s 19 0 1.1 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 287 803 - HCM Lane V/C Ratio - - 0.102 0.049 - HCM Control Delay (s) - - 19 9.713 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.338 0.153 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 192 HCM 2010 TWSC 2025 Background + Project PM.syn 8: Centre Avenue & Centre Access 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 24 48 376 19 37 706 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 100 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 26 52 409 21 40 767 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1267 419 0 0 429 0 Stage 1 419 - - - - - Stage 2 848 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 186 634 - - 1130 - Stage 1 664 - - - - - Stage 2 420 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 179 634 - - 1130 - Mov Capacity-2 Maneuver 179 - - - - - Stage 1 664 - - - - - Stage 2 405 - - - - - Approach WB NB SB HCM Control Delay, s 18.6 0 0.4 HCM LOS C Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 343 1130 - HCM Lane V/C Ratio - - 0.228 0.036 - HCM Control Delay (s) - - 18.6 8.303 - HCM Lane LOS C A HCM 95th %tile Q(veh) - - 0.864 0.111 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 193 HCM 2010 TWSC 2015 Background + Project AM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2015 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 7 10 0 10 14 77 10 10 99 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 8 11 0 11 15 84 11 11 108 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 254 254 108 253 249 89 108 0 0 95 0 0 Stage 1 129 129 - 120 120 - - - - - - - Stage 2 125 125 - 133 129 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 699 650 946 700 654 969 1483 - - 1499 - - Stage 1 875 789 - 884 796 - - - - - - - Stage 2 879 792 - 870 789 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 681 638 946 684 642 969 1483 - - 1499 - - Mov Capacity-2 Maneuver 681 638 - 684 642 - - - - - - - Stage 1 865 783 - 874 787 - - - - - - - Stage 2 860 783 - 856 783 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 9.6 1 0.7 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1483 - - 946 802 1499 - - HCM Lane V/C Ratio 0.01 - - 0.008 0.027 0.007 - - HCM Control Delay (s) 7.453 0 - 8.8 9.6 7.419 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.031 - - 0.024 0.084 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 194 HCM 2010 TWSC 2015 Background + Project PM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2015 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 19 10 0 10 15 58 10 10 65 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 21 11 0 11 16 63 11 11 71 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 199 199 71 204 193 68 71 0 0 74 0 0 Stage 1 92 92 - 101 101 - - - - - - - Stage 2 107 107 - 103 92 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 760 697 991 754 702 995 1529 - - 1526 - - Stage 1 915 819 - 905 811 - - - - - - - Stage 2 898 807 - 903 819 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 741 684 991 728 689 995 1529 - - 1526 - - Mov Capacity-2 Maneuver 741 684 - 728 689 - - - - - - - Stage 1 905 812 - 895 802 - - - - - - - Stage 2 878 798 - 877 812 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.7 9.4 1.3 1 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1529 - - 991 841 1526 - - HCM Lane V/C Ratio 0.011 - - 0.021 0.026 0.007 - - HCM Control Delay (s) 7.38 0 - 8.7 9.4 7.376 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.032 - - 0.064 0.08 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 195 HCM 2010 TWSC 2025 Background + Project AM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2025 Background + Project AM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 7 10 0 10 14 100 10 10 129 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 8 11 0 11 15 109 11 11 140 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 312 312 140 311 307 114 140 0 0 120 0 0 Stage 1 162 162 - 145 145 - - - - - - - Stage 2 150 150 - 166 162 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 641 603 908 642 607 939 1443 - - 1468 - - Stage 1 840 764 - 858 777 - - - - - - - Stage 2 853 773 - 836 764 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 624 592 908 627 596 939 1443 - - 1468 - - Mov Capacity-2 Maneuver 624 592 - 627 596 - - - - - - - Stage 1 831 758 - 849 768 - - - - - - - Stage 2 834 764 - 822 758 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9 9.9 0.8 0.5 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1443 - - 908 752 1468 - - HCM Lane V/C Ratio 0.011 - - 0.008 0.029 0.007 - - HCM Control Delay (s) 7.521 0 - 9 9.9 7.471 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.032 - - 0.025 0.089 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 196 HCM 2010 TWSC 2025 Background + Project PM.syn 9: Gilette Drive & Gilette Access 2/2/2015 2025 Background + Project PM 1/26/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 0 0 19 10 0 10 15 75 10 10 85 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 21 11 0 11 16 82 11 11 92 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 239 239 92 244 234 87 92 0 0 92 0 0 Stage 1 114 114 - 120 120 - - - - - - - Stage 2 125 125 - 124 114 - - - - - - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Capacity-1 Maneuver 715 662 965 710 666 971 1503 - - 1503 - - Stage 1 891 801 - 884 796 - - - - - - - Stage 2 879 792 - 880 801 - - - - - - - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 697 649 965 685 653 971 1503 - - 1503 - - Mov Capacity-2 Maneuver 697 649 - 685 653 - - - - - - - Stage 1 881 795 - 874 787 - - - - - - - Stage 2 860 783 - 854 795 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 9.6 1.1 0.8 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1503 - - 965 803 1503 - - HCM Lane V/C Ratio 0.011 - - 0.021 0.027 0.007 - - HCM Control Delay (s) 7.421 0 - 8.8 9.6 7.413 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.033 - - 0.066 0.083 0.022 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 197 Kimley-Horn and Associates, Inc. 096336002 – Colorado State University South Campus Parking Lot APPENDIX C Conceptual Site Plan 198 503 STALLS 383 STALLS 191 STALLS DETENTION BASIN DETENTION BASIN EXISTING DETENTION BASIN TENNIS COURTS EXISTING PEDESTRIAN BRIDGE PROPOSED LIGHTING BRIDGE SIPHON UNDER LARIMER #2 DITCH WEST DRAKE ROAD SOUTH CAMPUS SURFACE PARKING LOT CONCEPT NOVEMBER 1, 2013 N 199 200 NEIGHBORHOOD MEETING NOTES PROJECT: CSU Parking Lot Site Plan Advisory Review DATE: April 1, 2015 APPLICANT: Colorado State University CITY PLANNER: Jason Holland The meeting began with Jason Holland providing an explanation of the Site Plan Advisory Review Process, next steps in the review, and an overview of the neighborhood meeting agenda and ground rules. Fred Haberecht, Assistant Director of Landscape and Planning for Colorado State University, explained that overall, CSU is losing about 2,000 parking spaces to accommodate various campus improvements. Background information was presented for the overall campus master plan as well as the details for the parking lot concept site and landscape plan. QUESTIONS, CONCERNS, COMMENTS AND RESPONSES: 1. Question: (Citizen) With new campus construction, can parking be put under the buildings or in parking garages? Response: (CSU) CSU acknowledged that this would be a more efficient use of space, but due to ground water typically present at 12 feet below surface elevations, and the high cost of underground parking (typically $30,000 per parking space underground and $15,000 per parking space in structured parking), the surface spaces proposed are the most feasible option. 2. Question: (Citizen) The American Lung Association has given Fort Collins an “F” air quality rating. How is the project addressing air quality? Will there be an air monitor device placed at the site? Response: (CSU) CSU explained that that the parking provided is intended to replace parking lost on campus, due to CSU losing +/-2000 parking spaces with future campus improvements, and that the net trips would be equal. They also responded that they don’t have plans to add an air monitor device to the site, and that the closest air monitor they were aware of is on the main campus. 3. Question: (Citizen) I’m still concerned with air quality impacts in the immediate vicinity of the site. Response: (CSU) The general response was acknowledgement of the concern and that there is a desire by CSU to shift to alternative modes of transportation. 4. Question: (Citizen) What is being done with the landscaping? Will there be soft surfaces, other surfaces other than asphalt? 1 201 Response: (CSU) Mr. Haberecht explained that the City’s low impact development standards (LID) will be incorporated using bioswale enhancements in the parking lot islands and buffer space along Research and Centre. Costs were discussed as a concern with providing an all-concrete parking lot or pavers, but the project will be recycling asphalt from other places on campus and rolling it into a new surface at the site. 5. Question: (Citizen) Isn’t there construction equipment on the site now, what is happening with that? Response: (CSU) This will be shifted south closer to Drake Road. 6. Question: (Citizen) Will the existing trees along Centre and Research stay? Response: (CSU) Some cottonwoods and russian olives will be removed but the main line of trees will remain. 7. Question: (Citizen) Concern was expressed with overuse of on-street parking on Research Blvd. and cars parked in close proximity to the entrance drives along the west side of Research. Response: (City) City staff agreed to look into this concern and discuss it with other city departments. Additional options such as marking the drive entrance curbs with red paint were discussed. 8. Question: (Citizen) Will there be lighting spillover, what will the lighting look like? Response: (CSU) 30 foot pole-mounted lights will be used. This will be the first CSU parking to use LED lights. We will provide a lighting plan to the city. There was a general discussion of CSU lighting standards and that the parking lights will be full cut- off and with an overall lighting level that is less than what is required by city standards 9. Question: (Citizen) What is the timing of the project? Response: (CSU) Fall 2015. 10. Question: (Citizen) Asphalt vs. concrete? Light colored asphalt? Response: (CSU) Costs are a concern. 11. Question: (Citizen) What is the frequency of the bus routes? Concerned was expressed about an increase in bus traffic funneling through Centre Avenue. Response: (CSU) Two existing bus routes on 30 minute routes, overlapping with a bus available every 15 minutes. 12. Question: (Citizen) What will the traffic impact be for the Meadowlark neighborhood? We already have a difficult time with traffic backing up on Meadowlark. The timing of the traffic lights should be looked at. Response: (CSU) The traffic study is showing the flow coming from the arterials. Response: (City) I can talk with traffic operations staff about evaluating the timing. 2 202 13. Question: (Citizen) Will there still be parking available for the tennis courts? Response: (CSU) Parking spaces will be incorporated into the lot for the tennis courts and the spaces would be open to the public and metered. The number of metered spaces will be based on demand. 14. Question: (Citizen) Security cameras? Response: (CSU) Unsure at this time. There was a general discussion about new phone applications that can tell students what parking lots are open. 15. Question: (Citizen) Will there be a traffic light at Drake/Centre? Response: (CSU) Not likely. 16. Comment: (Citizen) Concern was expressed about added traffic on Research. Response: (CSU) We think the four access points help and the added access to Gillette Drive will help distribute traffic. Response: (City) Jason offered to post the traffic study online with the hearing documents. With no more questions, the meeting adjourned and there were informal discussions in various groups. 3 203 Agenda Item 3 STAFF REPORT May 14, 2015 Planning and Zoning Board PROJECT NAME CSU SOUTH COLLEGE PARKING GARAGE SPAR #150003 STAFF Jason Holland, City Planner PROJECT INFORMATION PROJECT DESCRIPTION: This is a request for a Site Plan Advisory Review (SPAR) by Colorado State University to construct a new parking garage adjacent to the CSU campus (Parcel #9714413904). The site is located at the southeast corner of West Pitkin Street and the Mason BRT. The site is 2.6 acres and is located in the Community Commercial (CC) zone district. The proposed garage is four stories with a total of approximately 662 parking spaces. The garage will replace an existing portion of a CSU surface parking lot, resulting in a net gain of approximately 450 parking spaces. The University Alumni Center and University Square office buildings are adjacent to the structure to the east while the Mason Trail and MAX BRT are adjacent to the west. The structure would be managed by CSU Parking and Transportation Services (PTS) and access would require a permit or meter payment. A proposed CSU Medical Center is located south of this parking garage at the northwest corner of Prospect and College, and will likely utilize a portion of the garage parking spaces. The Medical Center building will be submitted to the Planning and Zoning Board as a separate project and is also subject to a SPAR review. APPLICANT: David Hansen Colorado State University Landscape Architect Facilities Management 6030 Campus Delivery Fort Collins, CO 80523 OWNER: Board of Governors of the Colorado State University System 01 Administration Building Fort Collins, CO 80523 RECOMMENDATION: Approval Item # 3 Page 1 204 Agenda Item 3 EXECUTIVE SUMMARY The Site Plan Advisory Review complies with Land Use Code Section 2.16, Site Plan Advisory Review (SPAR). COMMENTS: 1. Background: The surrounding zoning and land uses are as follows: Direction Zone District Existing Land Uses North N/A CSU Main Campus South Community Commercial (CC) Residential and Offices East Community Commercial (CC) CSU Alumni and University Square buildings West N/A CSU Main Campus In 1921, the project boundary was included in the LC Moores Annexation. In 1973, the project boundary was incorporated into the University Square PUD, and an office building, motel and convention center were planned on the site with a zoning of “Planned Business”. In 1983, the University Square plans were changed to show a Residence Inn, apartments and offices. The site is currently configured as a surface parking lot for CSU. It is not clear when the existing parking lot was constructed. 2. Right of Advisory Review: Colorado Revised Statutes provide two specific references which allow the City to review the planning and location of public facilities: Section 31-23-209, C.R.S. provides that no public building shall be constructed or authorized in a city until the “location, character and extent thereof” has been submitted for approval by the Planning and Zoning Board. In the case of disapproval, the Planning and Zoning Board shall communicate its findings to the applicant’s governing body. The disapproval of the Planning and Zoning Board may be overruled by the Colorado State University Board of Governors by a vote of not less than two-thirds of its membership. 3. Site Plan Advisory Review Procedures: The processing and evaluation of Site Plan Advisory Review applications is governed by Division 2.16 or Article 2 of the Fort Collins Land Use Code. The section further defines the Item # 3 Page 2 205 Agenda Item 3 evaluation criteria for the “location, character and extent” of Site Plan Advisory Review applications. Evaluation criteria: (1) The site location for the proposed use shall be consistent with the land use designation described by the City Structure Plan Map, which is an element of the City's Comprehensive Plan. (2) The site development plan shall conform to architectural, landscape and other design standards and guidelines adopted by the applicant's governing body. Absent adopted design standards and guidelines, the design character of the site development plan shall be consistent with the stated purpose of the respective land use designation as set forth in the City's Comprehensive Plan. (3) The site development plan shall identify the level of functional and visual impacts to public rights-of-way, facilities and abutting private land caused by the development, including, but not limited to, streets, sidewalks, utilities, lighting, screening and noise, and shall mitigate such impacts to the extent reasonably feasible. 4. Evaluation A. Location (Criterion 1) The proposed site meets this requirement with a proposed use that is consistent with the City’s land use designation. The site is within the Community Commercial District, and Parking Garages and Parking Lots are listed as a permitted principal Type 2 use in this district. B. Character (Criterion 2) The proposed parking lot meets this requirement by conforming to the landscape and other design standards established by the Colorado State University Aesthetic Guideline and CSU Facilities Construction Standards Manual. The design character of the site development plan is also consistent with the stated purpose of the City’s Community Commercial District by providing a higher density parking component within an overall setting of offices, civic uses and services. Primary automobile access into the garage is from West Pitkin Street and an existing access from South College Avenue. The garage will also be accessible from West Lake Street through the existing parking lot to the south. Sidewalks and shared bicycle routes are provided around the perimeter of the structure linking the South College trail underpass, and the Mason Trail / MAX transit corridor. The garage will also include covered bicycle parking, but at this time it is unknown how many bicycle spaces CSU will be able to accommodate in the structure. Item # 3 Page 3 206 Agenda Item 3 Foundation landscaping and street trees are adequately provided around the perimeter of the structure and two rain gardens are proposed on the east and west side of the structure. All lighting provided will be fully shielded and down-directional in conformance with CSU standards. The architectural character of the parking structure is consistent with recent campus construction. The use of colored precast concrete, random ashlar sandstone, red sandstone shiners, and glass-enclosed stairwells are similar to the existing CSU parking structure on Lake Street. Variation in overall massing is satisfied by breaking up the building mass into a series of intersecting wall planes in a module format, similar to other buildings on campus. Variations in massing, juxtaposed materials and forms, and repeated patterns of mass/void provide vertical and horizontal interest, breaking down the overall scale of the structure. The use of building materials and patterns is balanced, with colors and textures helping to emphasize and articulate overall building forms and make the structure clearly identifiable as a CSU campus building. C. Extent (Criterion 3) The primary focus has been to integrate the parking structure into the surrounding transportation modes, and mitigate impacts including refinements to the circulation route of the trail connection east of the parking structure. The following measures were identified and are incorporated into City staff’s recommendation: 1) Colorado State University provided a Traffic Impact Study (TIS) that evaluated the vehicular impact of the parking garage on area City transportation facilities. The eastbound approach of Pitkin to College Avenue is recommended for improvement (lengthening turn lanes). 2) Original plans proposed that the east trail connection would be re-routed north and intersect mid-block with West Pitkin Street. This would give users the option to cross West Pitkin Street or continue west along a detached walk, ultimately to connect with campus and the Mason Trail. Staff recommended revising the circulation around the garage to bring the trail from the underpass and along the south side of the garage to the Mason Trail. This revised route is illustrated on the SPAR plans as the “Alternative Bike/Pedestrian Connection Concept”. The goal of this revision is to eliminate conflicts with the significant vehicular traffic expected on West Pitkin. 3) Visibility at the two main access points into the parking structure is also a consideration. Landscaping will be kept low in these areas and appropriate signage will be considered to mitigate conflicts. 4) CSU Facilities staff is continuing to coordinate with City staff and CDOT to provide Item # 3 Page 4 207 Agenda Item 3 final utility plans and other approvals/easements in conjunction with the parking structure. Utility plans will show the final details for elements such as curb cuts, sidewalk ramps with truncated domes, water quality infiltration and rain garden details, etc. 5) Signage shown on the parking structure will be scaled back to meet the City sign code. 6) Several existing trees will be removed in the existing parking lot and along West Pitkin Street to accommodate the parking structure and new sidewalk connections. A tree mitigation plan will be provided with the final plan set. 5. Neighborhood Meeting: A neighborhood information meeting was held on April 6, 2015. One resident attended the meeting and there were no concerns expressed. 6. Findings of Fact: A. The CSU South College Avenue Parking Garage SPAR is subject to evaluation by the Planning and Zoning Board, pursuant to State Statute Section 31-23-209, C.R.S. and Fort Collins Land Use Code Section 2.16. B. The location of the CSU Parking Garage is consistent with the permitted uses described in the City’s Structure Plan Map, an element of the City’s Comprehensive Plan. C. The character of the CSU Parking Garage conforms to the landscape and other design standards and guidelines adopted by CSU. D. The extent of the proposed CSU Parking Garage is integrated into the surrounding context though the use of appropriate perimeter landscaping, architectural design consistent with CSU standards, and acceptable integration into existing pedestrian and bicycle circulation patterns. RECOMMENDATION: Staff recommends Planning and Zoning Board approval with the following motion: Approve the CSU South College Avenue Parking Garage, Site Plan Advisory Review #SPA150003 based on the findings of fact. Item # 3 Page 5 208 Agenda Item 3 ATTACHMENTS 1. CSU Submittal Narrative (PDF) 2. Vicinity Map (PDF) 3. Area Zoning Map (PDF) 4. Site Photos (PDF) 5. SPAR Site Plan (PDF) 6. SPAR Landscape Plan (PDF) 7. SPAR Parking Garage Elevations (PDF) 8. Traffic Study (PDF) Item # 3 Page 6 209 Office of Facilities Management Fort Collins, Colorado 80523-6030 6030 Campus Delivery April 16, 2015 Jason Holland Planner Development Review Center 281 North College Avenue Fort Collins, CO 80524 RE: CSU South College Avenue Parking Structure Dear Jason, The South College Avenue Parking Structure would be a new +/- 660 space, 4-story, parking structure on the CSU main campus. As redevelopment occurs in the core of the campus, parking relocates to the periphery of the campus per the University Master Plan approved by the Board of Governors. Constructing additional parking inventory is needed for daily campus users and is also a requirement of the City/ CSU Stadium IGA. The structure would be managed by CSU Parking and Transportation Services (PTS) and would require a permit or meter payment in order to utilize it. Essentially following the precedent set by the Lake Street Parking structure on campus. The site is approximately 2.6 acres in total and is currently a surface parking lot in the PTS inventory. The University Alumni Center and University Square office buildings will be adjacent to the structure to the East while the Mason Trail and MAX BRT are adjacent to the West. The structure would force a redirect of a community bike and pedestrian connection between the College Avenue underpass and the Mason trail. The projected major egress point of the garage would be off of Pitkin Street to the north. Existing parking lot access points off of College Avenue would be maintained and would provide access to the south entry of the garage as well as the remaining surface parking lot. While circuitous, access to Pitkin Street can be made through the garage by parking lot users. The garage would also include covered bike parking as an amenity to members of the campus community. Stormwater on this site was accounted for with the development of the MAX project and is designed to handle this redevelopment. The project will provide water quality treatment on either side of the garage prior to water reaching inlets that connect to onsite detention as well as an existing storm line on the west. Architectural detailing of the building takes its clues from the existing Lake Street parking structure. A mix of colored precast concrete, random ashlar sandstone, red sandstone shiners, and glass enclosed 210 stairwells are all part of the established character. Inside the garage, LED lighting and painted overheads provide a brighter and a safer feeling environment. This project addresses the Character, Location and Extent requirements of pertinent State Statute and evolving City of Fort Collins SPAR requirements in the following ways: Location- the parking lot is situated along the east perimeter of campus immediately adjacent to US 287 and Pitkin Street. Adjacent connectivity to The Horn and MAX transit, as well as the Mason Trail, provides campus users with additional mobility alternatives. Character- The project will conform to the landscape, lighting standards, and materials spelled out in the CSU Aesthetic Guidelines and CSU Facilities Construction Standards Manual. The garage follows the architectural aesthetic and material quality already established by the Lake Street Parking Structure. This existing structure has successfully blended into the campus and has become a signature building at the south campus entry. Extent- The site will not be a change in use, only in vehicle density from a paved parking surface to structured parking. Traffic patterns are expected to change in the area with the additional concentration of vehicles. Providing a substantial setback off of College Avenue, maintains the goals of the campus master plan with College Avenue being the iconic campus frontage Sincerely, David Hansen, Campus Landscape Architect Facilities Services Center North Colorado State University Fort Collins, Colorado 80523-6030 970.491.0318 970.491.0105 - fax 211 Colorado State University Colorado State University Trinity Lutheran Church Preschool Harris Bilingual Immersion Centennial Sr High Open Arms Christian Preschool Spring Creek Country Day School Young Peoples Learning Center Spring Park Creekside Park Lilac Park Spring Creek Spring Creek Park Pond «¬287 Whedbee St Smith St Peterson St East Dr Mathews St Bay Rd W Myrtle St Parker St Locust St Meridian Ave E Lake St E Plum St Garfield St E Myrtle St S Mason St Edwards St South Dr W Pitkin St Circle Dr Oval Dr Alpert Ave W Plum St A St Busch Ct Smith Pl Birky Pl S Meldrum St Bay Dr University Ave Old Main Dr S Sherwood St S Whitcomb St Sheely Dr Peterson Pl Balsam Ln Johnson Dr Juniper Ln Buckeye St Wallenber g Dr Choice Center Dr Person Ct Braiden Dr Morningside Dr Gilgalad Way Colorado State University «¬287 East Dr W Pitkin St Edison Dr S Mason St E La k e St W Lake St E Pitkin St S College Ave © CSU Parking Garage These map products and all underlying data are developed for use by the City of Fort Collins for its internal purposes only, and were not designed or intended for general use by members of the public. The City makes no representation or warranty as to its accuracy, timeliness, or completeness, and in particular, its accuracy in labeling or displaying dimensions, contours, property boundaries, or placement of location of any map features thereon. THE CITY OF FORT COLLINS MAKES NO WARRANTY OF MERCHANTABILITY OR WARRANTY FOR FITNESS OF USE FOR PARTICULAR PURPOSE, EXPRESSED OR IMPLIED, WITH RESPECT TO THESE MAP PRODUCTS OR THE UNDERLYING DATA. Any users of these map products, map applications, or data, accepts same AS IS, WITH ALL FAULTS, and assumes all responsibility of the use thereof, and further covenants and agrees to hold the City harmless from and against all damage, loss, or liability arising from any use of this map product, in consideration of the City's having made this information available. Independent verification of all data contained herein should be obtained by any users of these products, or underlying data. The City disclaims, and shall not be held liable for any and all damage, loss, or liability, whether direct, indirect, or consequential, which arises or may arise from these map products or the use thereof by any person or entity. 1 inch = 167 feet ^_ ¤£287 ¤£287 ¤£287 VU14 «¬1 ¦¨§25 ¦¨§25 ¦¨§25 Douglas Vine Mountain Vista Mulberry Trilby Lemay Shields Harmony Taft Hill Prospect Horsetooth Drake Timberline CC CSU NCL Colorado State University ¤£287 W Pitkin St S Mason St W Lake St E Pitkin St S Col l ege ACADEMIC VILLAGE HONORS ACADEMIC VILLAGE ENGINEERING ACADEMIC VILLAGE ASPEN BLDG THERMAL PLANT ACADEMIC VILLAGE COMMONS LORY STUDENT CENTER MORGAN LIBRARY GLENN MORRIS FIELD HOUSE WEED RESEARCH LAB NRRC E NRRC D NRRC C NRRC B PROPERTY 583 CHILL PLANT S.C.A.V.M.A. 540 (2) 8x20 CONTAINERS 590 543 546 544 582 (22) 8x40 CONTAINERS (15) 8x40 SEMI TRAILERS 547 549 706 557 705 139 563 204 209 214 550 704 703 702 566 565 581 NRRC A NORTH SOUTH COLLEGE PARKING STRUCTURE 04.16.2015 SPAR SUBMITTAL EXISTING CONDITIONS/ SITE PHOTOS EXISTING CONDITIONS A B C FG D E A C F E G WEST LAKE STREET MASON BRT PITKIN STREET SOUTH COLLEGE AVENUE B D 215 NORTH SOUTH COLLEGE PARKING STRUCTURE 04.16.2015 SPAR SUBMITTAL EXISTING CONDITIONS/ SITE PHOTOS EXISTING CONDITIONS I J K H EXISTING CONDITIONS H I J K WEST LAKE STREET MASON BRT PITKIN STREET SOUTH COLLEGE AVENUE 216 South College Avenue Parking Structure Overall Site Plan April 29, 2015 0’ 10’ 20’ 40’ NORTH W. LAKE ST. MASON TRAIL W. PITKIN ST. S. COLLEGE AVE. 6’ Sidewalk New switchback in trail Existing Parking Lot Entrance Existing Parking Lot Exit Existing Underpass Trail Garage Entry Garage Entry Entry to Alumni Center Parking Lot Bikeway Connects Mason Trail Striped Sharrows in Parking Lot Drive Lane MASON BRT MASON TRAIL MASON BRT New Detached Sidewalk 217 DESCRIPTION PROJECT MGR. ISSUED/ DATE REV. NO. DESIGN ENG. DRAWN BY South College Colorado State Fort Collins, Colorado University Parking Structure The Drawings are the property of Carl Walker, Inc. and are not to be reused or reproduced without written permission from Carl Walker, Inc. N1-2015-142 TONY FLORES DAVID HANSEN 03/31/15 BASIS OF DESIGN DOCUMENTS Parking Planning Engineering Restoration Carl Walker, Inc. 14045 Ballantyne Corporate Place - Suite 380 Charlotte, NC 28277 Tel. 704.716.8000 Fax 704.527.0343 www.carlwalker.com LANDSCAPE LEGEND: LANDSCAPE PLAN L100 SUGGESTED PLANT LIST: 218 04.16.2015 SPAR SUBMITTAL SOUTH COLLEGE PARKING STRUCTURE ARCHITECTURAL VIEWS 219 04.16.2015 SPAR SUBMITTAL SOUTH COLLEGE PARKING STRUCTURE ARCHITECTURAL VIEWS 220 04.16.2015 SPAR SUBMITTAL SOUTH COLLEGE PARKING STRUCTURE ARCHITECTURAL VIEWS 221 222 223 224 225 226 227 Traffic Impact Study Colorado State University University Square Parking Structure Fort Collins, Colorado Prepared for: Colorado State University 228 TRAFFIC IMPACT STUDY Colorado State University University Square Parking Structure Fort Collins, Colorado Prepared for Colorado State University 251 Edison Drive Fort Collins, Colorado 80523 Prepared by Kimley-Horn and Associates, Inc. 990 South Broadway Suite 200 Denver, Colorado 80209 (303) 228-2300 April 2015 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 04/07/2015 229 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i APPENDICES .................................................................................................................. i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 INTRODUCTION ....................................................................................................... 1 2.0 EXISTING AND FUTURE CONDITIONS .................................................................. 4 2.1 Study Area and Roadway Network ....................................................................................4 2.2 Existing Roadway and Intersection Configuration ..............................................................4 2.3 Existing Traffic Volumes ....................................................................................................5 2.4 Unspecified Development Traffic Growth ...........................................................................5 Figure 3 – 2016 Background Traffic Volumes ..........................................................................7 3.0 PARKING STRUCTURE REDISTRIBUTED TRAFFIC ........................................... 11 3.1 Parking Structure Trip Redistribution ...............................................................................11 3.2 Trip Redistribution ...........................................................................................................12 3.3 Traffic Assignment ...........................................................................................................12 3.4 Total Traffic Volumes .......................................................................................................12 4.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 17 4.1 Analysis Methodology ......................................................................................................17 4.2 Key Intersection Operational Analysis .............................................................................18 4.3 Queueing Analysis ...........................................................................................................20 5.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 24 APPENDICES Appendix A – Intersection Count Sheets Appendix B – Intersection Analysis Worksheets Appendix C – Queue Analysis Worksheets Appendix D – Conceptual Site Plan 230 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page ii LIST OF TABLES Table 1 – New University Square Parking Structure Trip Generation ........................................11 Table 2 – Level of Service Definitions .......................................................................................17 Table 3 – 2016 Expected Intersection Delay and Level of Service ............................................18 Table 4 – 2025 Expected Intersection Delay and Level of Service ............................................19 Table 5 –Turn Lane Length Analysis Results ............................................................................20 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................2 Figure 2 – Existing Lanes and Control ........................................................................................6 Figure 3 – 2016 Background Traffic Volumes..............................................................................7 Figure 4 – 2025 Background Traffic Volumes..............................................................................8 Figure 5 – 2016 Background Bicycle and Pedestrian Volumes ...................................................9 Figure 6 – 2025 Background Bicycle and Pedestrian Volumes .................................................10 Figure 7 – Project Trip Redistribution ........................................................................................13 Figure 8 – Project Traffic Assignment .......................................................................................14 Figure 9 – 2016 Background Plus Project Traffic Volumes ........................................................15 Figure 10 – 2025 Background Plus Project Traffic Volumes ......................................................16 Figure 11 – 2016 Expected Level of Service with Recommended Improvements ......................22 Figure 12 – 2025 Expected Level of Service with Recommended Improvements ......................23 231 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 1 1.0 INTRODUCTION Kimley-Horn and Associates, Inc. (Kimley-Horn) has prepared this report to document the results of a Traffic Impact Study of future traffic conditions associated with the proposed Colorado State University (CSU), University Square Parking Structure project proposed at the existing Lot 575 surface parking lot, southwest of the Pitkin Street and College Avenue (US- 287) intersection on the CSU campus in Fort Collins, Colorado. A vicinity map showing the location of the project site is shown in Figure 1. Kimley-Horn previously prepared the Parking and Transportation Master Plan (April 2014) which studied the future traffic conditions associated with the CSU 2020 Transit Plan prepared by CSU’s parking and transportation management team. The CSU 2020 Transit Plan included construction of seven (7) new parking structures on campus which would allow for a net increase of 5,896 parking spaces available for use by faculty, staff, and students of CSU. The University is now proposing to move forward with the construction of a parking structure on the existing Lot 575 surface parking lot called the University Square Parking Structure. This parking structure was previously included in the 2020 Transit Plan and studied in the overall main campus Parking and Transportation Master Plan prepared by Kimley-Horn and Associates, Inc. in April 2014. The size of the proposed University Square Parking Structure will include approximately 910 parking spaces. The additional parking structure is needed based on the projected increase in student admissions and thus increasing demand for parking on campus as described in the CSU 2020 Transit Plan. The project is anticipated to develop with a four-level, above ground parking structure with 910 parking spaces. The existing Lot 575 surface parking lot has approximately 520 parking spaces. For purposes of this study, it has been approximated that the new parking structure will contain 910 new parking spaces, replacing 520 existing surface parking spaces for a net increase of 400 parking spaces with this project. It is expected that project construction will be completed within 2016. Analysis was therefore completed for the 2016 short-term horizon, as well as the 2025 long-term horizon to match the CSU 35,000 student enrollment planning year. A conceptual site plan illustrating the proposed parking structure and access locations is provided in Appendix D. 232 233 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 3 The purpose of this study is to identify project traffic generation characteristics, to identify potential project traffic related impacts on the local street system, and to develop mitigation measures required for identified impacts. The Lake Street/College Avenue and Pitkin Street/College Avenue intersections were incorporated into this traffic study in accordance with Colorado State University and the City of Fort Collins standards and requirements. In addition, the access to the proposed parking structure along Pitkin Street and the right-in/right-out access along College Avenue were included for evaluation. An access also exists to the 575 Lot along Lake Street. Since the parking structure is proposed on the northern portion of the site, it is believed that this access will continue to serve the surface parking occurring in the southern portion of the lot. 234 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 4 2.0 EXISTING AND FUTURE CONDITIONS The following provides a description of existing and future conditions in the vicinity of the CSU University Square Parking Structure project. 2.1 Study Area and Roadway Network The study area includes developed areas on and surrounding the CSU campus in the vicinity of the proposed parking structure. Transportation modes used by commuters traveling to and from campus include driving, biking, walking, carpooling, and transit. This study focuses on the driving (automobile), biking (bicycle), and walking (pedestrian) commuting modes. 2.2 Existing Roadway and Intersection Configuration The roadways providing access to the CSU University Square Parking Structure project are described below. College Avenue (US-287) College Avenue is a north-south arterial on the east side of campus, owned and maintained by the State of Colorado Department of Transportation (CDOT). It carries the US-287 highway designation. College Avenue is a raised median island divided roadway providing primarily three through lanes in each direction with a 35 mile per hour posted speed limit adjacent to Colorado State University. Separate left turn lanes exist at the Pitkin Street intersection as well as on the northbound approach at the Lake Street intersection. The intersection of Lake Street and College Avenue provides three-quarter turning movements for the west leg and right- in/right-out restricted turning movements for the east leg of the intersection. The intersection of Pitkin Street with College Avenue is signalized with protected/permissive left turn phasing for the northbound and southbound approaches and permissive only left turn phasing for the eastbound and westbound approaches. Pitkin Street Pitkin Street provides a single lane in each direction, eastbound and westbound, with a speed limit of 20 miles per hour. Pitkin Street is not continuous through campus as it terminates in the pedestrian core area due to the Central Avenue Mall. The Pitkin Street eastbound approach to College Avenue includes separate left and right turn lanes, while the westbound approach includes a separate left turn lane. 235 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 5 Lake Street Lake Street is continuous east-west roadway through campus and provides a single through lane eastbound and westbound. Parallel parking exists along Lake Street in both directions, although it is understood that this parking is proposed to be removed to incorporate bicycle lanes and a left turn lane where possible. Lake Street has a posted speed limit of 25 miles per hour. The Lake Street eastbound and westbound approaches to College Avenue operate with stop control and right turn movements only onto College Avenue (US-287). The intersection lane configurations and control for the study area are shown in Figure 2. 2.3 Existing Traffic Volumes Existing peak hour turning movement counts conducted at the study’s key intersections for the CSU Parking and Transportation Master Plan have been used for this study. These counts were taken between the dates of Tuesday, February 19, 2013 and Thursday, February 21, 2013. The counts were obtained during the morning and afternoon peak hours in 15-minute intervals from 7:30 AM to 9:30 AM and 3:00 PM to 5:00 PM, respectively. These time intervals coincide with morning and afternoon peaks of CSU traffic. The intersection count sheets are provided in Appendix A. 2.4 Unspecified Development Traffic Growth According to the CSU 2020 Transit Plan, the CSU student population may grow by approximately 8,000 students, from 27,000 to 35,000 students, which equates to a 29.6 percent increase between the years of 2013 and 2025, which is identified as the ten-year planning horizon for this student enrollment. This equates to an annual growth rate of approximately 2.4 percent per year. Based on this growth factor, the projected automobile, bicycle, and pedestrian 2016 and 2025 background values for the study’s key intersections have been calculated and are provided in Figures 3 through 6. The 2025 background volumes include a redistribution of traffic due to other parking structures and modifications proposed on campus as identified in the Parking and Transportation Master Plan (April 2014). 236 237 163(53) 1651(1433) 65(56) 70(53) 919(1745) 29(232) 12(44) 209(81) 1394(1459) 35(27) 58(34) 1019(1790) 27(31) 23(84) 25(58) 15(103) 17(26) 59(33) 44(89) 24(65) 39(180) 48(50) 278(98) 0(0) 0(0) 1683(1658) 1022(1837) 5(1) 0(25) 238 215(83) 2023(1796) 79(67) 127(109) 1113(2116) 44(305) 14(53) 258(102) 1707(1822) 43(32) 82(55) 1275(2209) 32(38) 33(118) 30(70) 20(132) 21(31) 71(40) 53(108) 24(65) 59(255) 48(50) 363(147) 0(0) 0(0) 2034(2004) 1236(2221) 6(1) 0(30) 239 [4(13)] [28(8)] [0(3)] [6(23)] [2(10)] [0(0)] [2(5)] [0(1)] 0(5) 1(5) 3(5) 33(23) 8(10) 8(2) 6(1) 5(1) [3(14)] [0(0)] [0(0)] [0(0)] 0(0) 1(7) 0(0) 0(0) 240 [5(16)] [34(9)] [0(4)] [8(27)] [3(6)] [0(1)] [3(12)] [0(0)] 0(6) 1(6) 4(6) 40(27) 9(12) 9(3) 8(1) 6(1) [4(18)] [0(0)] [0(0)] [0(0)] 0(0) 1(8) 0(0) 0(0) 241 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 11 3.0 PARKING STRUCTURE REDISTRIBUTED TRAFFIC 3.1 Parking Structure Trip Redistribution The CSU Parking and Transportation Master Plan used traffic count data from existing CSU parking lots as well as the number of total existing parking spaces on-campus to calculate average rates of traffic generated per parking space. It was determined that the existing average morning and afternoon trips generated per parking space on the CSU campus were 0.192 and 0.306 trips per parking space, respectively. Based on the anticipated CSU population increase of 29.6 percent from 2012 to 2025, it is expected that the average trips per parking space will also increase over the same time frame by this same rate. Future parking structure trip generation rates were determined by multiplying the percent population increase by the existing averages for trips per parking space. As shown in Table 1, the peak hour trip rates per parking space for the morning and afternoon were calculated to be 0.249 and 0.396 trips per parking space, respectively. In other words, 25 percent of the parking spaces generate a vehicle trip during the morning peak hour and 40 percent of the parking spaces generate a vehicle trip during the afternoon peak hour. Based on these calculated trip generation rates, the predicted trip generation for the proposed University Square Parking Structure was calculated based on the net increase of 400 parking spaces to the campus with this project. The net increase in parking spaces was used in the trip generation calculation as the existing parking spaces being removed is already represented in the existing traffic counts. Table 1 provides the anticipated increase of vehicle trips entering and exiting the structure during the morning and afternoon peak hours. Table 1 – New University Square Parking Structure Trip Generation Parking Structure Number of Parking Spaces Existing Spaces Removed Net New Parking Spaces Increase in AM Peak Hour Trips Increase in PM Peak Hour Trips Enter Exit Total Enter Exit Total 0.166 trips/ space 0.083 trips/ space 0.249 trips/ space 0.172 trips/ space 0.224 trips/ space 0.396 trips/ space University Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 12 As shown in the table, a parking structure on the University Square Lot 575 adding 400 parking spaces is anticipated to generate 100 morning peak hour trips and 159 afternoon peak hour trips to the surrounding street network. 3.2 Trip Redistribution Redistribution of traffic generated by the proposed University Square Parking Structure onto the existing street network was based on the area street network characteristics, the existing traffic patterns and volumes, and the proposed accesses for the parking structure. The directional distribution of traffic is a means to quantify the percentage of traffic that approaches the parking structure from a given direction and departs the parking structure in the original source direction. Figure 7 illustrates the expected trip redistribution with the proposed University Square Parking Structure for the 2016 and 2025 design horizon. 3.3 Traffic Assignment The 2016 and 2025 proposed University Square Parking Structure traffic assignment volumes were obtained by applying the trip distribution shown in Figure 7 to the projected parking structure trip generation calculated in Table 1. The resultant parking structure traffic assignment volumes are provided in Figure 8 for each of the study’s key intersections and the proposed parking structure access. 3.4 Total Traffic Volumes The 2016 and 2025 proposed parking structure traffic assignment volumes were then added to the 2016 and 2025 background volumes to find the projected 2016 and 2025 total traffic volumes. Figures 9 and 10 illustrate the projected total traffic volumes for the 2016 and 2025 horizon years. 243 [10%] 5% 20% [35%] 55% [55%] 55% [25%] 80% [70%] 15% 5% 20% 55% [30%] [25%] 244 37(38) 13(14) 10(10) 12(32) 3(9) 8(23) 3(3) 3(3) 37(38) 13(14) 8(23) 10(27) 37(38) 18(50) 23(63) 54(55) 245 277(98) 0(0) 39(181) 0(0) 163(53) 1688(1471) 65(56) 70(53) 937(1795) 29(232) 12(44) 246(119) 1394(1459) 35(27) 71(48) 1029(1800) 27(31) 35(116) 28(67) 23(126) 17(26) 62(36) 47(92) 47(128) 102(105) 1720(1696) 18(15) 1030(1860) 10(52) 246 362(147) 0(0) 59(256) 0(0) 215(83) 2060(1834) 79(67) 127(109) 1131(2166) 44(305) 14(53) 295(140) 1707(1822) 43(32) 95(69) 1285(2219) 32(38) 45(150) 33(79) 28(155) 21(31) 74(43) 56(111) 47(128) 102(105) 2071(2042) 19(15) 1244(2244) 10(57) 247 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 17 4.0 TRAFFIC OPERATIONS ANALYSIS An analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2016 and 2025 development horizons at the identified key intersections. The acknowledged source for determining overall capacity is the current edition of the Highway Capacity Manual (HCM)1. 4.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). For intersections and roadways in this study area, LOS D is recommended as the minimum threshold for acceptable operation. Table 2 shows the definition of LOS for signalized and unsignalized intersections. Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 _______________ Definitions provided from the Highway Capacity Manual, Special Report 209, Transportation Research Board, 2010. The study’s key intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two- way stop controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the intersection as a whole. LOS for a signalized and four-way stop controlled intersection is defined for each approach and for the intersection. 1 Transportation Research Board, Highway Capacity Manual, Special Report 209, Washington DC, 2010. 248 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 18 4.2 Key Intersection Operational Analysis LOS calculations for each of the study’s key intersections for the existing 2013 horizon were provided in the CSU Parking and Transportation Master Plan. LOS calculations for each of the study’s key intersections for the 2016 and 2025 horizons are provided in Appendix B. The LOS analyses are based on the lane geometry and intersection control shown in Figures 2. A summary of the expected intersection delay and LOS in 2016 with the proposed project is provided in Tables 3 and summarized graphically in Figure 11. A summary of the expected intersection delay and LOS in 2025 with the proposed project is provided in Table 4 and summarized graphically in Figure 12. Table 3 – 2016 Expected Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Lake/College Eastbound Right Turn 10.1 B 10.8 B Westbound Right Turn 14.3 B 13.8 B Northbound Left Turn 12.2 B 15.9 C Pitkin/College 8.3 A 14.4 B Pitkin Access Westbound Left/Through 7.5 A 7.9 A Northbound Approach 8.7 A 10.2 B College RIRO Access Eastbound Right Turn 14.3 B 29.8 D 249 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 19 Table 4 – 2025 Expected Intersection Delay and Level of Service Intersection AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Lake/College Eastbound Right Turn 9.1 A 14.3 B Westbound Right Turn 16.7 C 16.3 C Northbound Left Turn 14.0 B 21.4 C Pitkin/College 12.5 B 19.0 B Pitkin Access Westbound Left/Through 7.5 A 8.1 A Northbound Approach 8.8 A 10.9 B College RIRO Access Eastbound Right Turn 16.1 C 46.7 E As provided in these tables, the Pitkin Street and College Avenue signalized intersection and the unsignalized approaches/movements are all anticipated to operate acceptably with level of service of LOS D or better throughout the 2025 horizon with construction of the University Square Parking Structure with the exception of the eastbound right turn movement at the right- in/right-out access along College Avenue (US-287). However, it is believed that this movement will operate better than predicted due to the existing additional roadway width likely being used as an acceleration lane along southbound College Avenue at this access. This additional roadway width also serves a bus stop with a turnout for the stop location approximately 100 feet south of the driveway access. Therefore, it is believed that no improvements are needed to the off-site study area intersections and accesses to serve University Square Parking Structure project traffic. 250 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 20 4.3 Queueing Analysis A queuing analysis was conducted for the study area intersections of Lake Street/College Avenue, Pitkin Street/College Avenue, and the accesses along Pitkin Street and College Avenue. Turn lanes are recommended to be constructed providing the recommended storage length based on the queuing analysis. Results were obtained from the 95th percentile queue lengths obtained from the Synchro analysis. Results are shown in the following Table 5 with calculations provided within the level of service operational sheets of Appendix B for the unsignalized intersections and Appendix C for signalized intersections. Table 5 –Turn Lane Length Analysis Results Intersection Turn Lane Existing Turn Lane Length (feet) 2016 Total Queue Length (feet) 2016 Recommended Turn Lane Length (feet) 2025 Total Queue Length (feet) 2025 Recommended Turn Lane Length (feet) Lake & College Northbound Left 250’ 26’ 250’ 42’ 250’ Pitkin & College Eastbound Left Eastbound Right Westbound Left Northbound Left Southbound Left 75’ 75’ 175’ 225’ 200’ 152’ 54’ 123’ 95’ 15’ 150’ 75’ 175’ 225’ 200’ 195’ 91’ 146’ 193 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 21 completion of the University Square Parking Structure, the eastbound left turn and right turn exclusive lanes are anticipated to experience queues of 200 feet and 100 feet, respectively. Therefore, it is recommended that the eastbound approach be reconstructed to include a 200- foot left turn lane and a 100-foot right turn lane. It is recommended that the northbound approach of the access to Pitkin Street provide a minimum throat depth of 25 feet. Likewise, the eastbound approach of the right-in/right-out access to College Avenue should provide a throat depth of 50 feet, which is currently provided with existing conditions with a driveway length of approximately 150 feet. 252 253 254 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure Page 24 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes the proposed CSU University Square Parking Structure project will be successfully incorporated into the roadway network. The proposed project development and expected traffic volumes resulted in the following recommendations: · With completion of the CSU University Square Parking Structure, it is recommended that the eastbound left turn lane at the Pitkin Street and College Avenue (US-287) intersection be reconstructed/restriped to include 150 feet of storage for the near term horizon. By the 2035 horizon, the eastbound left turn lane is recommended to provide a storage length of 200 feet. · By 2035, it is recommended that the eastbound right turn lane at the Pitkin Street and College Avenue provide 100 feet of length. · At the proposed Pitkin Street access, it is recommended that the northbound exiting approach from the parking structure operate with stop control. It is recommended that the northbound approach include an R1-1 “STOP” sign. It is also recommended that the northbound approach of the access to Pitkin Street provide a minimum throat depth of 25 feet. · All on-site and off-site signing and striping improvements should be incorporated into the project civil drawings, and conform to City of Fort Collins standards as well as the Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD). 255 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure APPENDICES 256 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure APPENDIX A Intersection Count Sheets 257 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 1 CSU Fort Collins, CO 7:30 am to 9:30 am Lake Street and College Ave Groups Printed- Class 1 Lake Street Eastbound Lake Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Int. Total 07:30 AM 10 0 0 10 0 0 5 5 48 417 12 477 0 159 13 172 664 07:45 AM 5 0 0 5 0 0 6 6 54 434 20 508 0 224 19 243 762 Total 15 0 0 15 0 0 11 11 102 851 32 985 0 383 32 415 1426 08:00 AM 6 0 0 6 0 0 2 2 25 409 10 444 0 197 11 208 660 08:15 AM 9 0 0 9 0 0 2 2 30 332 12 374 0 207 13 220 605 08:30 AM 7 0 0 7 0 0 1 1 43 363 19 425 0 228 22 250 683 08:45 AM 17 0 0 17 0 0 4 4 49 395 18 462 0 161 30 191 674 Total 39 0 0 39 0 0 9 9 147 1499 59 1705 0 793 76 869 2622 09:00 AM 13 0 0 13 0 0 4 4 40 318 13 371 0 158 14 172 560 09:15 AM 14 0 0 14 0 0 2 2 45 304 21 370 0 152 22 174 560 Grand Total 81 0 0 81 0 0 26 26 334 2972 125 3431 0 1486 144 1630 5168 Apprch % 100 0 0 0 0 100 9.7 86.6 3.6 0 91.2 8.8 Total % 1.6 0 0 1.6 0 0 0.5 0.5 6.5 57.5 2.4 66.4 0 28.8 2.8 31.5 258 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 2 CSU Fort Collins, CO 7:30 am to 9:30 am Lake Street and College Ave College Ave Lake Street Lake Street College Ave Rght 144 Thru 1486 Left 0 Out In Total 3079 1630 4709 Rght 26 Thru 0 Left 0 Out InTotal 125 26 151 Left 334 Thru 2972 Rght 125 Out In Total 1486 3431 4917 Left 81 Thru 0 Rght 0 OutTotal In 478 81 559 2/19/2013 07:30 AM 2/19/2013 09:15 AM Class 1 North 259 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 3 CSU Fort Collins, CO 7:30 am to 9:30 am Lake Street and College Ave Lake Street Eastbound Lake Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 5 0 0 5 0 0 6 6 54 434 20 508 0 224 19 243 762 08:00 AM 6 0 0 6 0 0 2 2 25 409 10 444 0 197 11 208 660 08:15 AM 9 0 0 9 0 0 2 2 30 332 12 374 0 207 13 220 605 08:30 AM 7 0 0 7 0 0 1 1 43 363 19 425 0 228 22 250 683 Total Volume 27 0 0 27 0 0 11 11 152 1538 61 1751 0 856 65 921 2710 % App. Total 100 0 0 0 0 100 8.7 87.8 3.5 0 92.9 7.1 PHF .750 .000 .000 .750 .000 .000 .458 .458 .704 .886 .763 .862 .000 .939 .739 .921 .889 College Ave Lake Street Lake Street College Ave Rght 65 Thru 856 Left 0 Out In Total 1576 921 2497 Rght 11 Thru 0 Left 0 Out InTotal 61 11 72 Left 152 Thru 1538 Rght 61 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 4 CSU Fort Collins, CO 7:30 am to 9:30 am Lake Street and College Ave Image 1 261 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 1 CSU Fort Collins, CO PM Peak Lake Street and College Ave Groups Printed- Unshifted Lake Street Eastbound Lake Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 72 0 0 72 0 0 9 9 13 303 14 330 0 353 11 364 775 03:15 PM 63 0 0 63 0 0 14 14 10 357 17 384 0 402 8 410 871 03:30 PM 70 0 0 70 0 0 8 8 15 320 18 353 0 401 7 408 839 03:45 PM 34 0 0 34 0 0 8 8 15 370 7 392 0 420 20 440 874 Total 239 0 0 239 0 0 39 39 53 1350 56 1459 0 1576 46 1622 3359 04:00 PM 49 0 0 49 0 0 11 11 9 288 10 307 0 402 14 416 783 04:15 PM 33 0 0 33 0 0 4 4 7 308 14 329 0 460 11 471 837 04:30 PM 47 0 0 47 0 0 6 6 13 308 11 332 0 459 10 469 854 04:45 PM 50 0 0 50 0 0 8 8 7 337 11 355 0 456 15 471 884 Total 179 0 0 179 0 0 29 29 36 1241 46 1323 0 1777 50 1827 3358 Grand Total 418 0 0 418 0 0 68 68 89 2591 102 2782 0 3353 96 3449 6717 Apprch % 100 0 0 0 0 100 3.2 93.1 3.7 0 97.2 2.8 Total % 6.2 0 0 6.2 0 0 1 1 1.3 38.6 1.5 41.4 0 49.9 1.4 51.3 262 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 2 CSU Fort Collins, CO PM Peak Lake Street and College Ave College Ave Lake Street Lake Street College Ave Right 96 Thru 3353 Left 0 Out In Total 3077 3449 6526 Right 68 Thru 0 Left 0 Out InTotal 102 68 170 Left 89 Thru 2591 Right 102 Out In Total 3353 2782 6135 Left 418 Thru 0 Right 0 OutTotal In 185 418 603 2/19/2013 03:00 PM 2/19/2013 04:45 PM Unshifted North 263 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 3 CSU Fort Collins, CO PM Peak Lake Street and College Ave Lake Street Eastbound Lake Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 63 0 0 63 0 0 14 14 10 357 17 384 0 402 8 410 871 03:30 PM 70 0 0 70 0 0 8 8 15 320 18 353 0 401 7 408 839 03:45 PM 34 0 0 34 0 0 8 8 15 370 7 392 0 420 20 440 874 04:00 PM 49 0 0 49 0 0 11 11 9 288 10 307 0 402 14 416 783 Total Volume 216 0 0 216 0 0 41 41 49 1335 52 1436 0 1625 49 1674 3367 % App. Total 100 0 0 0 0 100 3.4 93 3.6 0 97.1 2.9 PHF .771 .000 .000 .771 .000 .000 .732 .732 .817 .902 .722 .916 .000 .967 .613 .951 .963 College Ave Lake Street Lake Street College Ave Right 49 Thru 1625 Left 0 Out In Total 1592 1674 3266 Right 41 Thru 0 Left 0 Out InTotal 52 41 93 Left 49 Thru 1335 Right Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : LakeCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 4 CSU Fort Collins, CO PM Peak Lake Street and College Ave Image 1 265 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 1 CSU Fort Collins, CO 7:30 am to 9:30 am Pitkin Street and College Ave Groups Printed- Class 1 Pitkin Street Eastbound Pitkin Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Int. Total 07:30 AM 3 7 2 12 11 16 6 33 83 335 8 426 5 160 12 177 648 07:45 AM 5 8 3 16 13 20 2 35 73 367 10 450 2 243 13 258 759 Total 8 15 5 28 24 36 8 68 156 702 18 876 7 403 25 435 1407 08:00 AM 5 0 1 6 5 18 2 25 56 356 7 419 2 216 10 228 678 08:15 AM 3 4 3 10 6 8 5 19 36 291 11 338 6 239 13 258 625 08:30 AM 6 7 1 14 13 12 2 27 53 292 6 351 4 241 14 259 651 08:45 AM 7 12 9 28 17 17 7 41 50 359 9 418 13 253 17 283 770 Total 21 23 14 58 41 55 16 112 195 1298 33 1526 25 949 54 1028 2724 09:00 AM 14 3 5 22 17 17 4 38 32 299 9 340 5 222 17 244 644 09:15 AM 10 5 7 22 7 14 5 26 22 282 5 309 10 258 14 282 639 Grand Total 53 46 31 130 89 122 33 244 405 2581 65 3051 47 1832 110 1989 5414 Apprch % 40.8 35.4 23.8 36.5 50 13.5 13.3 84.6 2.1 2.4 92.1 5.5 Total % 1 0.8 0.6 2.4 1.6 2.3 0.6 4.5 7.5 47.7 1.2 56.4 0.9 33.8 2 36.7 266 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 2 CSU Fort Collins, CO 7:30 am to 9:30 am Pitkin Street and College Ave College Ave Pitkin Street Pitkin Street College Ave Rght 110 Thru 1832 Left 47 Out In Total 2667 1989 4656 Rght 33 Thru 122 Left 89 Out InTotal 158 244 402 Left 405 Thru 2581 Rght 65 Out In Total 1952 3051 5003 Left 53 Thru 46 Rght 31 OutTotal In 637 130 767 2/19/2013 07:30 AM 2/19/2013 09:15 AM Class 1 North 267 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 3 CSU Fort Collins, CO 7:30 am to 9:30 am Pitkin Street and College Ave Pitkin Street Eastbound Pitkin Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Left Thru Rght App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 5 0 1 6 5 18 2 25 56 356 7 419 2 216 10 228 678 08:15 AM 3 4 3 10 6 8 5 19 36 291 11 338 6 239 13 258 625 08:30 AM 6 7 1 14 13 12 2 27 53 292 6 351 4 241 14 259 651 08:45 AM 7 12 9 28 17 17 7 41 50 359 9 418 13 253 17 283 770 Total Volume 21 23 14 58 41 55 16 112 195 1298 33 1526 25 949 54 1028 2724 % App. Total 36.2 39.7 24.1 36.6 49.1 14.3 12.8 85.1 2.2 2.4 92.3 5.3 PHF .750 .479 .389 .518 .603 .764 .571 .683 .871 .904 .750 .911 .481 .938 .794 .908 .884 College Ave Pitkin Street Pitkin Street College Ave Rght 54 Thru 949 Left 25 Out In Total 1335 1028 2363 Rght 16 Thru 55 Left 41 Out InTotal 81 112 193 Left 195 Thru 1298 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 4 CSU Fort Collins, CO 7:30 am to 9:30 am Pitkin Street and College Ave Image 1 269 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegePm Site Code : 0000095 Start Date : 2/19/2013 Page No : 1 CSU Fort Collins, CO PM Peak Pitkin Street and College Ave Groups Printed- Unshifted Pitkin Street Eastbound Pitkin Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 03:00 PM 21 4 26 51 28 5 4 37 17 314 6 337 4 378 9 391 816 03:15 PM 18 14 31 63 10 6 6 22 21 362 7 390 11 452 9 472 947 03:30 PM 24 26 14 64 19 8 9 36 22 322 4 348 8 408 4 420 868 03:45 PM 15 10 25 50 26 12 5 43 15 361 8 384 6 429 10 445 922 Total 78 54 96 228 83 31 24 138 75 1359 25 1459 29 1667 32 1728 3553 04:00 PM 16 14 20 50 25 8 7 40 7 307 7 321 11 376 7 394 805 04:15 PM 16 8 27 51 21 6 3 30 10 299 2 311 12 444 8 464 856 04:30 PM 21 17 26 64 25 9 8 42 25 320 7 352 3 372 8 383 841 04:45 PM 22 20 35 77 23 9 10 42 21 347 4 372 8 513 11 532 1023 Total 75 59 108 242 94 32 28 154 63 1273 20 1356 34 1705 34 1773 3525 Grand Total 153 113 204 470 177 63 52 292 138 2632 45 2815 63 3372 66 3501 7078 Apprch % 32.6 24 43.4 60.6 21.6 17.8 4.9 93.5 1.6 1.8 96.3 1.9 Total % 2.2 1.6 2.9 6.6 2.5 0.9 0.7 4.1 1.9 37.2 0.6 39.8 0.9 47.6 0.9 49.5 270 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegePm Site Code : 0000095 Start Date : 2/19/2013 Page No : 2 CSU Fort Collins, CO PM Peak Pitkin Street and College Ave College Ave Pitkin Street Pitkin Street College Ave Right 66 Thru 3372 Left 63 Out In Total 2837 3501 6338 Right 52 Thru 63 Left 177 Out InTotal 221 292 513 Left 138 Thru 2632 Right 45 Out In Total 3753 2815 6568 Left 153 Thru 113 Right 204 OutTotal In 267 470 737 2/19/2013 03:00 PM 2/19/2013 04:45 PM Unshifted North 271 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegePm Site Code : 0000095 Start Date : 2/19/2013 Page No : 3 CSU Fort Collins, CO PM Peak Pitkin Street and College Ave Pitkin Street Eastbound Pitkin Street Westbound College Ave Northbound College Ave Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 21 4 26 51 28 5 4 37 17 314 6 337 4 378 9 391 816 03:15 PM 18 14 31 63 10 6 6 22 21 362 7 390 11 452 9 472 947 03:30 PM 24 26 14 64 19 8 9 36 22 322 4 348 8 408 4 420 868 03:45 PM 15 10 25 50 26 12 5 43 15 361 8 384 6 429 10 445 922 Total Volume 78 54 96 228 83 31 24 138 75 1359 25 1459 29 1667 32 1728 3553 % App. Total 34.2 23.7 42.1 60.1 22.5 17.4 5.1 93.1 1.7 1.7 96.5 1.9 PHF .813 .519 .774 .891 .741 .646 .667 .802 .852 .939 .781 .935 .659 .922 .800 .915 .938 College Ave Pitkin Street Pitkin Street College Ave Right 32 Thru 1667 Left 29 Out In Total 1461 1728 3189 Right 24 Thru 31 Left 83 Out InTotal 108 138 246 Left 75 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : PitkinCollegePm Site Code : 0000095 Start Date : 2/19/2013 Page No : 4 CSU Fort Collins, CO PM Peak Pitkin Street and College Ave Image 1 273 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 1 CSU Fort Collins, CO 7:30 am to 9:30 am RIRO and College Ave Groups Printed- Class 1 RIRO Eastbound College Ave Northbound College Ave Southbound Start Time Left Rght App. Total Left Thru App. Total Thru Rght App. Total Int. Total 07:30 AM 0 0 0 0 429 429 171 0 171 600 07:45 AM 0 0 0 0 448 448 253 3 256 704 Total 0 0 0 0 877 877 424 3 427 1304 08:00 AM 0 0 0 0 418 418 214 1 215 633 08:15 AM 0 0 0 0 340 340 234 0 234 574 08:30 AM 0 0 0 0 361 361 251 1 252 613 08:45 AM 0 1 1 0 417 417 233 2 235 653 Total 0 1 1 0 1536 1536 932 4 936 2473 09:00 AM 0 0 0 0 342 342 201 7 208 550 09:15 AM 0 2 2 0 320 320 220 3 223 545 Grand Total 0 3 3 0 3075 3075 1777 17 1794 4872 Apprch % 0 100 0 100 99.1 0.9 Total % 0 0.1 0.1 0 63.1 63.1 36.5 0.3 36.8 274 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 2 CSU Fort Collins, CO 7:30 am to 9:30 am RIRO and College Ave College Ave RIRO College Ave Rght 17 Thru 1777 Out In Total 3075 1794 4869 Left 0 Thru 3075 Out In Total 1780 3075 4855 Left 0 Rght 3 OutTotal In 17 3 20 2/19/2013 07:30 AM 2/19/2013 09:15 AM Class 1 North 275 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 3 CSU Fort Collins, CO 7:30 am to 9:30 am RIRO and College Ave RIRO Eastbound College Ave Northbound College Ave Southbound Start Time Left Rght App. Total Left Thru App. Total Thru Rght App. Total Int. Total Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 0 0 448 448 253 3 256 704 08:00 AM 0 0 0 0 418 418 214 1 215 633 08:15 AM 0 0 0 0 340 340 234 0 234 574 08:30 AM 0 0 0 0 361 361 251 1 252 613 Total Volume 0 0 0 0 1567 1567 952 5 957 2524 % App. Total 0 0 0 100 99.5 0.5 PHF .000 .000 .000 .000 .874 .874 .941 .417 .935 .896 College Ave RIRO College Ave Rght 5 Thru 952 Out In Total 1567 957 2524 Left 0 Thru 1567 Out In Total 952 1567 2519 Left 0 Rght 0 OutTotal In 5 0 5 Peak Hour Begins at 07:45 AM Class 1 Peak Hour Data North 276 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegeAM Site Code : 00000095 Start Date : 2/19/2013 Page No : 4 CSU Fort Collins, CO 7:30 am to 9:30 am RIRO and College Ave Image 1 277 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 1 CSU Fort Collins, CO PM Peak RIRO and College Ave Groups Printed- Unshifted RIRO Eastbound College Ave Northbound College Ave Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total 03:00 PM 0 5 5 0 361 361 393 0 393 759 03:15 PM 0 8 8 0 412 412 444 0 444 864 03:30 PM 0 5 5 0 373 373 419 0 419 797 03:45 PM 0 5 5 0 398 398 455 1 456 859 Total 0 23 23 0 1544 1544 1711 1 1712 3279 04:00 PM 0 3 3 0 335 335 415 0 415 753 04:15 PM 0 3 3 0 328 328 479 0 479 810 04:30 PM 0 5 5 0 356 356 441 0 441 802 04:45 PM 0 11 11 0 383 383 509 0 509 903 Total 0 22 22 0 1402 1402 1844 0 1844 3268 Grand Total 0 45 45 0 2946 2946 3555 1 3556 6547 Apprch % 0 100 0 100 100 0 Total % 0 0.7 0.7 0 45 45 54.3 0 54.3 278 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 2 CSU Fort Collins, CO PM Peak RIRO and College Ave College Ave RIRO College Ave Right 1 Thru 3555 Out In Total 2946 3556 6502 Left 0 Thru 2946 Out In Total 3600 2946 6546 Left 0 Right 45 OutTotal In 1 45 46 2/19/2013 03:00 PM 2/19/2013 04:45 PM Unshifted North 279 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 3 CSU Fort Collins, CO PM Peak RIRO and College Ave RIRO Eastbound College Ave Northbound College Ave Southbound Start Time Left Right App. Total Left Thru App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 0 5 5 0 361 361 393 0 393 759 03:15 PM 0 8 8 0 412 412 444 0 444 864 03:30 PM 0 5 5 0 373 373 419 0 419 797 03:45 PM 0 5 5 0 398 398 455 1 456 859 Total Volume 0 23 23 0 1544 1544 1711 1 1712 3279 % App. Total 0 100 0 100 99.9 0.1 PHF .000 .719 .719 .000 .937 .937 .940 .250 .939 .949 College Ave RIRO College Ave Right 1 Thru 1711 Out In Total 1544 1712 3256 Left 0 Thru 1544 Out In Total 1734 1544 3278 Left 0 Right 23 OutTotal In 1 23 24 Peak Hour Begins at 03:00 PM Unshifted Peak Hour Data North 280 Ridgeview Data Collection 6392 Starlight Drive Morrison, CO 80465 File Name : RIROCollegePM Site Code : 0000095 Start Date : 2/19/2013 Page No : 4 CSU Fort Collins, CO PM Peak RIRO and College Ave Image 1 281 Pitkin/College EB WB NB SB Bikes Peds Bikes Peds Bikes Peds Bikes Peds 7 :45 0 0 0 2 2 0 3 7 8 :00 0 1 0 3 6 0 12 11 8 :15 0 1 0 4 9 0 13 15 8 :30 1 1 1 6 9 0 17 17 8 :45 3 2 1 6 9 1 21 23 9 :00 3 2 1 6 10 2 26 32 9 :15 3 2 1 6 13 3 30 39 9 :30 5 2 1 6 15 3 43 48 Hour Total Total 7 :45 0 0 0 2 2 0 3 7 14 52 8 :00 0 1 0 1 4 0 9 4 19 52 8 :15 0 0 0 1 3 0 1 4 9 49 8 :30 1 0 1 2 0 0 4 2 10 55 8 :45 2 1 0 0 0 1 4 6 14 71 Peak Hour 9 :00 0 0 0 0 1 1 5 9 16 9 :15 0 0 0 0 3 1 4 7 15 9 :30 2 0 0 0 2 0 13 9 26 Total 5 2 1 6 15 3 43 48 71 Peak Hour 4 1 0 0 6 3 26 31 71 3 :15 0 2 0 0 4 1 3 6 3 :30 4 2 1 1 14 3 4 13 3 :45 8 3 1 4 17 4 4 18 4 :00 12 5 3 5 21 5 7 21 4 :15 14 6 3 7 25 5 9 24 4 :30 15 7 4 8 28 5 9 30 4 :45 18 9 4 9 31 6 10 34 5 :00 22 9 5 10 35 6 12 38 Hour Total Total 3 :15 0 2 0 0 4 1 3 6 16 79 Peak Hour 3 :30 4 0 1 1 10 2 1 7 26 77 3 :45 4 1 0 3 3 1 0 5 17 64 4 :00 4 2 2 1 4 1 3 3 20 62 4 :15 2 1 0 2 4 0 2 3 14 58 4 :30 1 1 1 1 3 0 0 6 13 4 :45 3 2 0 1 3 1 1 4 15 5 :00 4 0 1 1 4 0 2 4 16 Total 22 9 5 10 35 6 12 38 79 Peak Hour 12 5 3 5 21 5 7 21 79 282 Lake/College EB WB NB SB Bikes Peds Bikes Peds Bikes Peds Bikes Peds 7 :45 0 1 0 2 0 1 0 2 8 :00 1 3 0 4 0 2 0 4 8 :15 1 3 0 4 0 2 0 5 8 :30 2 7 2 7 0 6 0 5 8 :45 3 7 2 7 0 8 0 5 9 :00 3 7 2 7 0 8 0 8 9 :15 3 7 2 7 0 8 0 9 9 :30 4 7 2 10 0 9 0 10 Hour Total Total 7 :45 0 1 0 2 0 1 0 2 6 29 Peak Hour 8 :00 1 2 0 2 0 1 0 2 8 26 8 :15 0 0 0 0 0 0 0 1 1 21 8 :30 1 4 2 3 0 4 0 0 14 21 8 :45 1 0 0 0 0 2 0 0 3 13 9 :00 0 0 0 0 0 0 0 3 3 9 :15 0 0 0 0 0 0 0 1 1 9 :30 1 0 0 3 0 1 0 1 6 Total 4 7 2 10 0 9 0 10 29 AM Peak Hour 2 7 2 7 0 6 0 5 29 3 :15 1 0 0 5 0 1 0 0 3 :30 4 0 3 6 0 1 0 1 3 :45 7 1 3 9 0 1 0 1 4 :00 9 2 5 9 1 1 0 1 4 :15 11 2 7 9 1 1 0 2 4 :30 12 3 8 11 1 1 0 2 4 :45 17 3 8 13 1 2 0 2 5 :00 18 4 10 13 1 2 0 4 Hour Total Total 3 :15 1 0 0 5 0 1 0 0 7 28 Peak Hour 3 :30 3 0 3 1 0 0 0 1 8 26 3 :45 3 1 0 3 0 0 0 0 7 23 4 :00 2 1 2 0 1 0 0 0 6 24 4 :15 2 0 2 0 0 0 0 1 5 24 4 :30 1 1 1 2 0 0 0 0 5 4 :45 5 0 0 2 0 1 0 0 8 5 :00 1 1 2 0 0 0 0 2 6 Total 18 4 10 13 1 2 0 4 28 PM Peak Hour 9 2 5 9 1 1 0 1 28 283 RIRO/College West Leg East Leg South Leg North Leg Bikes Peds Bikes Peds Bikes Peds Bikes Peds 7 :45 0 1 8 :00 0 1 8 :15 0 2 8 :30 1 2 8 :45 3 2 9 :00 3 2 9 :15 3 2 9 :30 5 2 Hour Total Total 7 :45 0 1 0 0 0 0 0 0 1 3 8 :00 0 0 0 0 0 0 0 0 0 4 Peak Hour 8 :15 0 1 0 0 0 0 0 0 1 4 Peak Hour 8 :30 1 0 0 0 0 0 0 0 1 3 8 :45 2 0 0 0 0 0 0 0 2 4 Peak Hour 9 :00 0 0 0 0 0 0 0 0 0 9 :15 0 0 0 0 0 0 0 0 0 9 :30 2 0 0 0 0 0 0 0 2 Total 5 2 0 0 0 0 0 0 4 Peak Hour 3 1 0 0 0 0 0 0 4 3 :15 1 1 3 :30 4 1 3 :45 8 2 4 :00 12 4 4 :15 14 7 4 :30 15 8 4 :45 20 9 5 :00 22 9 Hour Total Total 3 :15 1 1 0 0 0 0 0 0 2 16 3 :30 3 0 0 0 0 0 0 0 3 19 Peak Hour 3 :45 4 1 0 0 0 0 0 0 5 18 4 :00 4 2 0 0 0 0 0 0 6 19 Peak Hour 4 :15 2 3 0 0 0 0 0 0 5 15 4 :30 1 1 0 0 0 0 0 0 2 4 :45 5 1 0 0 0 0 0 0 6 5 :00 2 0 0 0 0 0 0 0 2 Total 22 9 0 0 0 0 0 0 19 Peak Hour 13 6 0 0 0 0 0 0 19 284 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure APPENDIX B Intersection Analysis Worksheets 285 HCM Unsignalized Intersection Capacity Analysis 2016 Project + Background AM.syn 1: College Avenue & Lake Street 4/7/2015 2016 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 0 29 0 0 12 163 1688 65 0 937 70 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 0 0 32 0 0 13 177 1835 71 0 1018 76 Pedestrians 8 8 6 5 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 1 1 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 831 pX, platoon unblocked 0.96 0.96 0.96 0.96 0.96 0.96 vC, conflicting volume 2049 3332 392 2609 3335 660 1103 1913 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1952 3286 230 2535 3289 660 969 1913 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 96 100 100 97 74 100 cM capacity (veh/h) 28 6 734 10 6 401 676 304 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 32 13 177 734 734 438 407 407 280 Volume Left 0 0 177 0 0 0 0 0 0 Volume Right 32 13 0 0 0 71 0 0 76 cSH 734 401 676 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.04 0.03 0.26 0.43 0.43 0.26 0.24 0.24 0.16 Queue Length 95th (ft) 3 3 26 0 0 0 0 0 0 Control Delay (s) 10.1 14.3 12.2 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B B B Approach Delay (s) 10.1 14.3 1.0 0.0 Approach LOS B B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 45.3% ICU Level of Service A Analysis Period (min) 15 286 HCM Unsignalized Intersection Capacity Analysis 2016 Project + Background PM.syn 1: College Avenue & Lake Street 4/7/2015 2016 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 0 232 0 0 44 53 1471 56 0 1795 53 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 0 0 252 0 0 48 58 1599 61 0 1951 58 Pedestrians 2 10 1 1 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 832 pX, platoon unblocked 0.80 0.80 0.80 0.80 0.80 0.80 vC, conflicting volume 2679 3767 682 2658 3765 574 2011 1670 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2235 3588 0 2209 3586 574 1404 1670 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 71 100 100 90 85 100 cM capacity (veh/h) 15 4 870 12 4 457 387 378 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 252 48 58 640 640 381 780 780 448 Volume Left 0 0 58 0 0 0 0 0 0 Volume Right 252 48 0 0 0 61 0 0 58 cSH 870 457 387 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.29 0.10 0.15 0.38 0.38 0.22 0.46 0.46 0.26 Queue Length 95th (ft) 30 9 13 0 0 0 0 0 0 Control Delay (s) 10.8 13.8 15.9 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B B C Approach Delay (s) 10.8 13.8 0.5 0.0 Approach LOS B B Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15 287 HCM Unsignalized Intersection Capacity Analysis 2025 Project + Background AM.syn 1: College Avenue & Lake Street 4/7/2015 2025 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 0 44 0 0 14 215 2060 79 0 1131 127 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 0 0 48 0 0 15 234 2239 86 0 1229 138 Pedestrians 9 9 8 6 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 1 1 1 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 832 pX, platoon unblocked 0.88 0.88 0.88 0.88 0.88 0.88 vC, conflicting volume 2542 4109 496 3224 4135 804 1376 2334 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2264 4053 0 3043 4083 804 932 2334 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 95 100 100 95 63 100 cM capacity (veh/h) 13 1 936 3 1 322 634 207 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 48 15 234 896 896 534 492 492 384 Volume Left 0 0 234 0 0 0 0 0 0 Volume Right 48 15 0 0 0 86 0 0 138 cSH 936 322 634 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.05 0.05 0.37 0.53 0.53 0.31 0.29 0.29 0.23 Queue Length 95th (ft) 4 4 42 0 0 0 0 0 0 Control Delay (s) 9.1 16.7 14.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A C B Approach Delay (s) 9.1 16.7 1.3 0.0 Approach LOS A C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 288 HCM Unsignalized Intersection Capacity Analysis 2025 Project + Background PM.syn 1: College Avenue & Lake Street 4/7/2015 2025 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 0 305 0 0 53 83 1834 67 0 2166 109 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 0 0 332 0 0 58 90 1993 73 0 2354 118 Pedestrians 3 6 1 1 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 831 pX, platoon unblocked 0.66 0.66 0.66 0.66 0.66 0.66 vC, conflicting volume 3320 4669 848 3334 4692 708 2476 2072 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2716 4756 0 2736 4791 708 1440 2072 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 54 100 100 85 71 100 cM capacity (veh/h) 4 0 715 3 0 375 308 264 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 Volume Total 332 58 90 797 797 472 942 942 589 Volume Left 0 0 90 0 0 0 0 0 0 Volume Right 332 58 0 0 0 73 0 0 118 cSH 715 375 308 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.46 0.15 0.29 0.47 0.47 0.28 0.55 0.55 0.35 Queue Length 95th (ft) 62 13 30 0 0 0 0 0 0 Control Delay (s) 14.3 16.3 21.4 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B C C Approach Delay (s) 14.3 16.3 0.9 0.0 Approach LOS B C Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 289 HCM Signalized Intersection Capacity Analysis 2016 Project + Background AM.syn 2: College Avenue & Pitkin Street 4/7/2015 2016 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 35 28 23 47 62 17 246 1394 35 27 1029 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 0.97 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.94 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1666 1863 1529 1759 1748 1769 5067 1770 5028 Flt Permitted 0.62 1.00 1.00 0.74 1.00 0.20 1.00 0.15 1.00 Satd. Flow (perm) 1093 1863 1529 1366 1748 364 5067 285 5028 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 38 30 25 51 67 18 267 1515 38 29 1118 77 RTOR Reduction (vph) 0 0 23 0 10 0 0 2 0 0 4 0 Lane Group Flow (vph) 38 30 2 51 75 0 267 1551 0 29 1191 0 Confl. Peds. (#/hr) 33 3 3 33 1 1 Confl. Bikes (#/hr) 6 28 4 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 6 Actuated Green, G (s) 9.0 9.0 9.0 9.0 9.0 93.0 85.4 81.5 77.9 Effective Green, g (s) 9.0 9.0 9.0 9.0 9.0 93.0 85.4 81.5 77.9 Actuated g/C Ratio 0.08 0.08 0.08 0.08 0.08 0.85 0.78 0.74 0.71 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 89 152 125 111 143 449 3933 259 3560 v/s Ratio Prot 0.02 c0.04 c0.06 0.31 0.00 0.24 v/s Ratio Perm 0.03 0.00 0.04 c0.44 0.08 v/c Ratio 0.43 0.20 0.02 0.46 0.52 0.59 0.39 0.11 0.33 Uniform Delay, d1 48.0 47.1 46.4 48.2 48.4 2.9 4.0 3.8 6.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 0.6 0.1 3.0 3.4 2.1 0.3 0.2 0.3 Delay (s) 51.3 47.8 46.5 51.2 51.9 5.0 4.3 3.9 6.4 Level of Service D D D D D A A A A Approach Delay (s) 48.9 51.6 4.4 6.3 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 8.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 290 HCM Signalized Intersection Capacity Analysis 2016 Project + Background PM.syn 2: College Avenue & Pitkin Street 4/7/2015 2016 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 116 67 126 92 36 26 119 1459 27 31 1800 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.95 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.94 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1686 1863 1493 1752 1692 1770 5068 1769 5060 Flt Permitted 0.71 1.00 1.00 0.70 1.00 0.06 1.00 0.13 1.00 Satd. Flow (perm) 1266 1863 1493 1285 1692 118 5068 249 5060 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 126 73 137 100 39 28 129 1586 29 34 1957 52 RTOR Reduction (vph) 0 0 117 0 23 0 0 1 0 0 2 0 Lane Group Flow (vph) 126 73 20 100 44 0 129 1614 0 34 2007 0 Confl. Peds. (#/hr) 23 5 5 23 5 5 5 5 Confl. Bikes (#/hr) 23 8 3 13 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 6 Actuated Green, G (s) 17.8 17.8 17.8 17.8 17.8 94.2 87.1 83.6 80.5 Effective Green, g (s) 17.8 17.8 17.8 17.8 17.8 94.2 87.1 83.6 80.5 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.15 0.79 0.73 0.70 0.67 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 187 276 221 190 250 226 3678 212 3394 v/s Ratio Prot 0.04 0.03 c0.05 0.32 0.00 c0.40 v/s Ratio Perm c0.10 0.01 0.08 0.40 0.11 v/c Ratio 0.67 0.26 0.09 0.53 0.18 0.57 0.44 0.16 0.59 Uniform Delay, d1 48.4 45.3 44.1 47.2 44.7 15.9 6.6 5.8 10.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.2 0.5 0.2 2.6 0.3 3.5 0.4 0.4 0.8 Delay (s) 57.6 45.8 44.3 49.8 45.0 19.4 7.0 6.1 11.5 Level of Service E D D D D B A A B Approach Delay (s) 49.6 47.9 7.9 11.5 Approach LOS D D A B Intersection Summary HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 291 HCM Signalized Intersection Capacity Analysis 2025 Project + Background AM.syn 2: College Avenue & Pitkin Street 4/7/2015 2025 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 33 28 56 74 21 295 1707 43 32 1285 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 0.96 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.93 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1651 1863 1525 1756 1738 1770 5066 1770 5024 Flt Permitted 0.57 1.00 1.00 0.73 1.00 0.12 1.00 0.11 1.00 Satd. Flow (perm) 993 1863 1525 1356 1738 223 5066 196 5024 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 49 36 30 61 80 23 321 1855 47 35 1397 103 RTOR Reduction (vph) 0 0 27 0 10 0 0 2 0 0 5 0 Lane Group Flow (vph) 49 36 3 61 93 0 321 1900 0 35 1495 0 Confl. Peds. (#/hr) 40 4 4 40 1 1 Confl. Bikes (#/hr) 8 34 5 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 6 Actuated Green, G (s) 11.5 11.5 11.5 11.5 11.5 90.5 83.2 70.8 67.5 Effective Green, g (s) 11.5 11.5 11.5 11.5 11.5 90.5 83.2 70.8 67.5 Actuated g/C Ratio 0.10 0.10 0.10 0.10 0.10 0.82 0.76 0.64 0.61 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 103 194 159 141 181 450 3831 173 3082 v/s Ratio Prot 0.02 c0.05 c0.12 0.38 0.01 0.30 v/s Ratio Perm 0.05 0.00 0.04 c0.46 0.12 v/c Ratio 0.48 0.19 0.02 0.43 0.51 0.71 0.50 0.20 0.49 Uniform Delay, d1 46.4 45.0 44.2 46.2 46.6 18.6 5.2 8.5 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 0.5 0.1 2.1 2.5 5.3 0.5 0.6 0.5 Delay (s) 49.8 45.4 44.2 48.3 49.1 23.9 5.7 9.1 12.2 Level of Service D D D D D C A A B Approach Delay (s) 47.0 48.8 8.3 12.2 Approach LOS D D A B Intersection Summary HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 292 HCM Signalized Intersection Capacity Analysis 2025 Project + Background PM.syn 2: College Avenue & Pitkin Street 4/7/2015 2025 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 150 79 155 111 43 31 140 1822 32 38 2219 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.95 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.94 1.00 1.00 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1676 1863 1490 1749 1685 1770 5068 1770 5054 Flt Permitted 0.68 1.00 1.00 0.67 1.00 0.05 1.00 0.07 1.00 Satd. Flow (perm) 1202 1863 1490 1230 1685 92 5068 138 5054 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 163 86 168 121 47 34 152 1980 35 41 2412 75 RTOR Reduction (vph) 0 0 105 0 22 0 0 1 0 0 2 0 Lane Group Flow (vph) 163 86 63 121 59 0 152 2014 0 41 2485 0 Confl. Peds. (#/hr) 27 6 6 27 6 6 6 6 Confl. Bikes (#/hr) 27 9 4 16 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 6 Actuated Green, G (s) 20.8 20.8 20.8 20.8 20.8 91.2 82.8 81.3 76.9 Effective Green, g (s) 20.8 20.8 20.8 20.8 20.8 91.2 82.8 81.3 76.9 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.17 0.76 0.69 0.68 0.64 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 208 322 258 213 292 213 3496 153 3238 v/s Ratio Prot 0.05 0.03 c0.06 0.40 0.01 c0.49 v/s Ratio Perm c0.14 0.04 0.10 0.48 0.17 v/c Ratio 0.78 0.27 0.24 0.57 0.20 0.71 0.58 0.27 0.77 Uniform Delay, d1 47.4 43.0 42.8 45.5 42.5 32.3 9.6 7.8 15.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.3 0.4 0.5 3.5 0.3 10.8 0.7 0.9 1.8 Delay (s) 64.8 43.4 43.3 48.9 42.8 43.1 10.3 8.7 17.0 Level of Service E D D D D D B A B Approach Delay (s) 51.7 46.5 12.6 16.9 Approach LOS D D B B Intersection Summary HCM 2000 Control Delay 19.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 293 HCM 2010 TWSC 2016 Project + Background AM.syn 3: North Access & Pitkin Street 4/7/2015 2016 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 39 0 102 277 0 47 Conflicting Peds, #/hr 0 3 3 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 42 0 111 301 0 51 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 42 0 565 45 Stage 1 - - - - 42 - Stage 2 - - - - 523 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1567 - 486 1025 Stage 1 - - - - 980 - Stage 2 - - - - 595 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1563 - 444 1022 Mov Capacity-2 Maneuver - - - - 444 - Stage 1 - - - - 980 - Stage 2 - - - - 543 - Approach EB WB NB HCM Control Delay, s 0 2 8.7 HCM LOS A Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1022 - - 1563 - HCM Lane V/C Ratio 0.05 - - 0.071 - HCM Control Delay (s) 8.7 - - 7.479 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.158 - - 0.229 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 294 HCM 2010 TWSC 2016 Project + Background PM.syn 3: North Access & Pitkin Street 4/7/2015 2016 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 181 0 105 98 0 128 Conflicting Peds, #/hr 0 5 5 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 197 0 114 107 0 139 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 197 0 532 202 Stage 1 - - - - 197 - Stage 2 - - - - 335 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1376 - 508 839 Stage 1 - - - - 836 - Stage 2 - - - - 725 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1370 - 461 836 Mov Capacity-2 Maneuver - - - - 461 - Stage 1 - - - - 836 - Stage 2 - - - - 658 - Approach EB WB NB HCM Control Delay, s 0 4.1 10.2 HCM LOS B Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 836 - - 1370 - HCM Lane V/C Ratio 0.166 - - 0.083 - HCM Control Delay (s) 10.2 - - 7.866 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.595 - - 0.272 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 295 HCM 2010 TWSC 2025 Project + Background AM.syn 3: North Access & Pitkin Street 4/7/2015 2025 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 59 0 102 362 0 47 Conflicting Peds, #/hr 0 4 4 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 64 0 111 393 0 51 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 64 0 679 68 Stage 1 - - - - 64 - Stage 2 - - - - 615 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1538 - 417 995 Stage 1 - - - - 959 - Stage 2 - - - - 539 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1533 - 377 992 Mov Capacity-2 Maneuver - - - - 377 - Stage 1 - - - - 959 - Stage 2 - - - - 487 - Approach EB WB NB HCM Control Delay, s 0 1.7 8.8 HCM LOS A Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 992 - - 1533 - HCM Lane V/C Ratio 0.051 - - 0.072 - HCM Control Delay (s) 8.8 - - 7.531 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.163 - - 0.234 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 296 HCM 2010 TWSC 2025 Project + Background PM.syn 3: North Access & Pitkin Street 4/7/2015 2025 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 256 0 105 147 0 128 Conflicting Peds, #/hr 0 6 6 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 278 0 114 160 0 139 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 278 0 666 284 Stage 1 - - - - 278 - Stage 2 - - - - 388 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1285 - 425 755 Stage 1 - - - - 769 - Stage 2 - - - - 686 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1279 - 381 751 Mov Capacity-2 Maneuver - - - - 381 - Stage 1 - - - - 769 - Stage 2 - - - - 616 - Approach EB WB NB HCM Control Delay, s 0 3.4 10.9 HCM LOS B Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 751 - - 1279 - HCM Lane V/C Ratio 0.185 - - 0.089 - HCM Control Delay (s) 10.9 - - 8.09 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.676 - - 0.293 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 297 HCM 2010 TWSC 2016 Project + Background AM.syn 4: College Avenue & RIRO 4/7/2015 2016 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 10 0 1720 1030 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 11 0 1870 1120 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1877 570 1139 0 - 0 Stage 1 1129 - - - - - Stage 2 748 - - - - - Follow-up Headway 3.82 3.92 3.12 - - - Pot Capacity-1 Maneuver 109 398 335 - - - Stage 1 202 - - - - - Stage 2 389 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 109 398 335 - - - Mov Capacity-2 Maneuver 109 - - - - - Stage 1 202 - - - - - Stage 2 389 - - - - - Approach EB NB SB HCM Control Delay, s 14.3 0 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 335 - 398 - - HCM Lane V/C Ratio - - 0.027 - - HCM Control Delay (s) 0 - 14.3 - - HCM Lane LOS A B HCM 95th %tile Q(veh) 0 - 0.084 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 298 HCM 2010 TWSC 2016 Project + Background PM.syn 4: College Avenue & RIRO 4/7/2015 2016 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 52 0 1696 1860 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 57 0 1843 2022 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2767 1019 2038 0 - 0 Stage 1 2030 - - - - - Stage 2 737 - - - - - Follow-up Headway 3.82 3.92 3.12 - - - Pot Capacity-1 Maneuver 35 201 120 - - - Stage 1 54 - - - - - Stage 2 394 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 35 201 120 - - - Mov Capacity-2 Maneuver 35 - - - - - Stage 1 54 - - - - - Stage 2 394 - - - - - Approach EB NB SB HCM Control Delay, s 29.8 0 0 HCM LOS D Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 120 - 201 - - HCM Lane V/C Ratio - - 0.281 - - HCM Control Delay (s) 0 - 29.8 - - HCM Lane LOS A D HCM 95th %tile Q(veh) 0 - 1.106 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 299 HCM 2010 TWSC 2025 Project + Background AM.syn 4: College Avenue & RIRO 4/7/2015 2025 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 10 0 2071 1244 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 11 0 2251 1352 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2263 686 1373 0 - 0 Stage 1 1363 - - - - - Stage 2 900 - - - - - Follow-up Headway 3.82 3.92 3.12 - - - Pot Capacity-1 Maneuver 67 334 257 - - - Stage 1 144 - - - - - Stage 2 323 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 67 334 257 - - - Mov Capacity-2 Maneuver 67 - - - - - Stage 1 144 - - - - - Stage 2 323 - - - - - Approach EB NB SB HCM Control Delay, s 16.1 0 0 HCM LOS C Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 257 - 334 - - HCM Lane V/C Ratio - - 0.033 - - HCM Control Delay (s) 0 - 16.1 - - HCM Lane LOS A C HCM 95th %tile Q(veh) 0 - 0.101 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 300 HCM 2010 TWSC 2025 Project + Background PM.syn 4: College Avenue & RIRO 4/7/2015 2025 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Intersection Intersection Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 57 0 2042 2244 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 62 0 2220 2439 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 3335 1228 2455 0 - 0 Stage 1 2447 - - - - - Stage 2 888 - - - - - Follow-up Headway 3.82 3.92 3.12 - - - Pot Capacity-1 Maneuver 17 146 73 - - - Stage 1 29 - - - - - Stage 2 328 - - - - - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 17 146 73 - - - Mov Capacity-2 Maneuver 17 - - - - - Stage 1 29 - - - - - Stage 2 328 - - - - - Approach EB NB SB HCM Control Delay, s 46.7 0 0 HCM LOS E Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 73 - 146 - - HCM Lane V/C Ratio - - 0.424 - - HCM Control Delay (s) 0 - 46.7 - - HCM Lane LOS A E HCM 95th %tile Q(veh) 0 - 1.876 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 301 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure APPENDIX C Queue Analysis Worksheets 302 Queues 2016 Project + Background AM.syn 2: College Avenue & Pitkin Street 4/7/2015 2016 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 38 30 25 51 85 267 1553 29 1195 v/c Ratio 0.38 0.17 0.11 0.40 0.49 0.59 0.38 0.10 0.33 Control Delay 56.2 46.5 1.0 55.2 49.9 8.2 4.7 3.7 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.2 46.5 1.0 55.2 49.9 8.2 4.7 3.7 7.5 Queue Length 50th (ft) 26 20 0 35 50 26 123 2 103 Queue Length 95th (ft) 58 48 0 71 97 66 183 9 189 Internal Link Dist (ft) 236 219 236 366 Turn Bay Length (ft) 50 50 175 150 200 Base Capacity (vph) 198 338 353 248 329 707 4079 301 3597 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.09 0.07 0.21 0.26 0.38 0.38 0.10 0.33 Intersection Summary 303 Queues 2016 Project + Background PM.syn 2: College Avenue & Pitkin Street 4/7/2015 2016 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 126 73 137 100 67 129 1615 34 2009 v/c Ratio 0.67 0.27 0.40 0.53 0.25 0.57 0.43 0.14 0.59 Control Delay 65.0 45.7 10.4 55.9 29.3 24.9 7.4 5.8 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.0 45.7 10.4 55.9 29.3 24.9 7.4 5.8 12.9 Queue Length 50th (ft) 93 51 0 72 27 28 180 5 282 Queue Length 95th (ft) 152 91 54 123 66 95 236 15 434 Internal Link Dist (ft) 216 219 216 366 Turn Bay Length (ft) 50 50 175 150 200 Base Capacity (vph) 253 372 411 257 360 298 3749 245 3397 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.20 0.33 0.39 0.19 0.43 0.43 0.14 0.59 Intersection Summary 304 Queues 2025 Project + Background AM.syn 2: College Avenue & Pitkin Street 4/7/2015 2025 Background + Project AM 2/24/2015 Synchro 8 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 49 36 30 61 103 321 1902 35 1500 v/c Ratio 0.48 0.19 0.12 0.43 0.54 0.71 0.49 0.17 0.49 Control Delay 60.0 45.2 1.1 54.2 50.9 23.8 6.0 7.7 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.0 45.2 1.1 54.2 50.9 23.8 6.0 7.7 13.9 Queue Length 50th (ft) 33 24 0 41 63 95 176 3 194 Queue Length 95th (ft) 70 52 0 80 112 193 250 13 328 Internal Link Dist (ft) 236 219 226 366 Turn Bay Length (ft) 50 50 175 150 200 Base Capacity (vph) 162 304 325 222 295 633 3907 208 3088 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.12 0.09 0.27 0.35 0.51 0.49 0.17 0.49 Intersection Summary 305 Queues 2025 Project + Background PM.syn 2: College Avenue & Pitkin Street 4/7/2015 2025 Background + Project PM 2/24/2015 Synchro 8 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 163 86 168 121 81 152 2015 41 2487 v/c Ratio 0.78 0.27 0.46 0.57 0.26 0.71 0.57 0.24 0.77 Control Delay 72.0 43.6 16.6 55.3 29.9 44.0 10.9 8.8 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.0 43.6 16.6 55.3 29.9 44.0 10.9 8.8 18.6 Queue Length 50th (ft) 119 57 27 85 35 65 298 7 496 Queue Length 95th (ft) 195 103 91 146 79 138 348 18 618 Internal Link Dist (ft) 216 219 226 366 Turn Bay Length (ft) 50 50 175 150 200 Base Capacity (vph) 250 388 412 256 372 250 3531 169 3239 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.22 0.41 0.47 0.22 0.61 0.57 0.24 0.77 Intersection Summary 306 Kimley-Horn and Associates, Inc. 096336003 – Colorado State University – University Square Parking Structure APPENDIX D Conceptual Site Plan 307 308 Agenda Item 4 STAFF REPORT May 14, 2015 Planning and Zoning Board PROJECT NAME 2015 SPRING ROUND OF THE BI-ANNUAL REVISIONS, CLARIFICATIONS AND ADDITIONS TO THE LAND USE CODE STAFF Ted Shepard, Chief Planner PROJECT INFORMATION PROJECT DESCRIPTION: This is a request for a Recommendation to City Council regarding the bi-annual update to the Land Use Code. There are proposed revisions, clarifications and additions to the Code that address a variety of subject areas that have arisen since the last bi-annual update in December of 2014. APPLICANT: City of Fort Collins RECOMMENDATION: Approval EXECUTIVE SUMMARY There are 12 proposed items that change, clarify or add to the Land Use Code. The revisions, by Article, are summarized as follows: • Article One - Organization - zero changes; • Article Two - Administration - zero changes; • Article Three - General Development Standards - seven changes; • Article Four - Districts - two changes; • Article Five - Definitions - three changes. ATTACHMENTS 1. LUC Issues (PDF) 2. Annotated Issues List (PDF) 3. Annotated Ordinance Index (PDF) 4. Ordinance (DOCX) 5. Letter of Support (DOCX) Item # 4 Page 1 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 ORDINANCE NO. ___, 2015 OF THE COUNCIL OF THE CITY OF FORT COLLINS MAKING VARIOUS AMENDMENTS TO THE CITY OF FORT COLLINS LAND USE CODE WHEREAS, on March 18, 1997, by its adoption of Ordinance No. 051, 1997, the City Council enacted the Fort Collins Land Use Code (the "Land Use Code"); and WHEREAS, at the time of the adoption of the Land Use Code, it was the understanding of staff and the City Council that the Land Use Code would most likely be subject to future amendments, not only for the purpose of clarification and correction of errors, but also for the purpose of ensuring that the Land Use Code remains a dynamic document capable of responding to issues identified by staff, other land use professionals and citizens of the City; and WHEREAS, City staff and the Planning and Zoning Board have reviewed the Land Use Code and identified and explored various issues related to the Land Use Code and have made recommendations to the Council regarding such issues; and WHEREAS, the City Council has determined that the recommended Land Use Code amendments are in the best interests of the City and its citizens. NOW, THEREFORE, BE IT ORDAINED BY THE COUNCIL OF THE CITY OF FORT COLLINS as follows: Section 1. That Section 3.2.2(K)(1)(e) of the Land Use Code is hereby amended to read as follows: . . . (e) Fraternity and Sorority Houses: For each fraternity or sorority house, there shall be two (2) parking spaces per three (3) bedsrooms, plus one (1) parking space per two (2) employees. The alternative compliance provisions of Section 3.2.2(K)(1)(a)(2) may be applied to vary this standard. . . . Section 2. That Section 3.3.1(A) of the Land Use Code is hereby amended to read as follows: 3.3.1 Plat and Development Plan Standards (A) General Provisions. (1) Applicability. No (1) final plat of a subdivision or (2) development plan, shall be approved and accepted by the city unless it conforms to the provisions of this Land Use Code. 1 325 . . . Section 3. That Section 3.3.1(B)(1) of the Land Use Code is hereby amended to read as follows: (B) Lots. (1) No lot in a subdivision shall have less area than required under the applicable zoning requirements of the city. Each lot must have vehicular access to a public street. Lots with both front and rear frontage on a street shall not be permitted except where necessary to provide separation from arterial streets or from incompatible land uses, or to take access from an alley. Side lot lines shall be substantially at right angles or radial to street lines. . . . Section 4. That Section 3.5.2(E)(3) of the Land Use Code is hereby amended to read as follows: (E) Residential Building Setbacks, Lot Width and Size. . . . (3) Side and Rear Yard Setbacks. The minimum side yard setback for all residential buildings and for all detached accessory buildings that are incidental to the residential building shall be five (5) feet from the property line, except for alley-accessed garages, for which the minimum setback from an alley shall be eight (8) feet. If a zero-lot-line development plan is proposed, a single six-foot minimum side yard is required. Rear yard set- backs in residential areas shall be a minimum of eight (8) feet from the rear property line, except for garages and storage sheds not exceeding eight (8) feet in height, where the minimum setback shall be zero (0) feet. . . . Section 5. That Section 3.6.5 of the Land Use Code is hereby amended to read as follows: 3.6.5 Transit FacilitiesBus Stop Design Standards (A) Purpose. The purpose of this Section is to ensure that new development adequately accommodates existing and planned transit service by integrating facilities designed and located appropriately for transit into the development plan. (B) General Standard. All development located on an existing or planned transit route shall accommodateinstall or construct a transit stop and other associated facilities on an easement or right-of-way dedicated to the City as prescribed by the City of Fort Collins TransitBus Stop Design Standards and Guidelines in effect at the time 2 326 of installation, unless the Director of Community Services determines that adequate transit facilities consistent with the TransitBus Stop Design Standards already exist to serve the needs of the development. All development located on existing transit routes will accommodate the transit facilities by providing the same at the time of construction. All development located on planned routes will accommodate said facilities by including the same in the development plan and escrowing funds in order to enable the city or its agents to construct the transit facilities at the time transit service is provided to the development. All facilities installed or constructed shall, upon acceptance by the City, become the property of the City and shall be maintained by the City or its agent. (C) Location of Existing and Planned Transit Routes. For the purposes of application of this standard, the location of existing transit routes shall be defined by the Transfort Route Map in effect at the time the application is approved. The location of planned transit routes shall be defined according to the City Structure PlanTransfort Strategic Operating Plan, as amended. Section 6. That Section 3.8.25 of the Land Use Code is hereby amended to read as follows: 3.8.25 Permitted Uses: Abandonment Period/Reconstruction of Permitted Uses (A) If, after June 25, 1999 (the effective date of the ordinance adopting this Section), active operations are not carried on in a permitted use during a period of twelve (12) consecutive months, the building, other structure or tract of land where such permitted use previously existed shall thereafter be re-occupied and used only after the building or other structure, as well as the tract of land upon which such building or other structure is located, have, to the extent reasonably feasible, been brought into compliance with the applicable general development standards contained in Article 3 and the applicable district standards contained in Article 4 of this Code as determined by the Director. This requirement shall not apply to any permitted use conducted in a building that was less than ten (10) years old at the time that active operations ceased. Intent to resume active operations shall not affect the foregoing. (B) A building or structure containing a permitted use which has been damaged by fire or other accidental cause or natural catastrophe may be reconstructed to its previous condition, provided that such work is started within twelve (12) months of the date of the occurrence of such damage. In the event such work is started later than twelve (12) months from the date of the occurrence, then the building or structure may be reconstructed, provided that, to the extent reasonably feasible, such reconstruction complies with the applicable standards of Article 3 and Article 4 of this Code as determined by the Director. (C) Any determination of the Director under this Section shall constitute a building permit decision and as such shall be appealable as a building permit under Section 2.11(B)(9). 3 327 Section 7. That Section 3.8.30(F)(1) of the Land Use Code is hereby amended to read as follows: (F) Design Standards for Multi-Family Dwellings. (1) Orientation and Buffer Yards. Buffer yards along the property line of abutting property containing single- and two-family dwellings shall be twenty-five (25) feet. This provision shall not apply to structures within the Neighborhood Conservation Buffer (NCB) district and the Neighborhood Conservation Medium Density (NCM) district. Section 8. That Division 3.8 of Article 3 of the Land Use Code is hereby amended by the addition of a new Section 3.8.33 which reads in its entirety as follows: 3.8.33 Seasonal Overflow Shelters (A) Applicability. These standards shall apply to all seasonal overflow shelters. (B) Purpose. The purpose of this section is to allow for the siting and approval of seasonal overflow shelters while helping to ensure that such shelters are compatible with the adjacent neighborhoods. (C) Standards. (1) General Standards. Seasonal overflow shelters shall be allowed as a permitted use, provided that all of the following conditions are met: (a) Occupancy limit. No more than fifty (50) persons may be housed at any one seasonal overflow shelter. (b) Plan of operation. The application for approval of a seasonal overflow shelter shall include a plan of operation prepared by the shelter operator and the owner of the real property upon which the seasonal overflow shelter is located. The plan of operation shall describe to the satisfaction of the Director the roles of the owner and operator, their plans to provide adequate parking and staffing, proposed hours of operation, responsibility for site cleanup, prevention of loitering, and designated contact persons for both the owner and operator. (c) Transportation. If the seasonal overflow shelter is more than two (2) miles from a homeless shelter, then transportation to and from the seasonal overflow shelter and the homeless shelter shall be provided by the operator of the seasonal overflow shelter. (d) Neighborhood meeting requirement. The Director will convene a neighborhood meeting for each application for approval of a 4 328 seasonal overflow shelter in accordance with the time requirements in Section 2.2.2(A) of this Land Use Code. Section 9. That Section 4.3(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 10. That Section 4.4(B)(1)(e) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter (provided it is located on property that abuts an arterial street). Section 11. That Section 4.5(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter (provided it is located on property that abuts an arterial street). Section 12. That Section 4.5(B)(3)(d) of the Land Use Code is hereby amended to read as follows: (d) Industrial Uses (provided they are located within five hundred [500] feet of East Vine Drive): 1. Workshops and custom small industry. 2. Light industrial (production, assembly, packaging). 3. Small-scale and medium-scale solar energy systems. Section 13. That Section 4.5(B)(3) of the Land Use Code is hereby amended to read as follows: . . . (e) Industrial Uses: 1. Small scale and medium scale solar energy systems. (ef) Accessory/Miscellaneous Uses: 1. Wireless telecommunication equipment. Section 14. That Section 4.6(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. 5 329 Section 15. That Section 4.9(B)(1)(b) of the Land Use Code is hereby amended by the addition of a new subparagraph 4 which reads in its entirety as follows: 4. Seasonal overflow shelter. Section 16. That Section 4.10(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 17. That Section 4.16(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 18. That the table contained Section 4.16(B)(2) of the Land Use Code is hereby amended to read as follows: Land Use Old City Center Canyon Avenue Civic Center B. INSTITUTIONAL/CIVIC/PUBLIC . . . . . . . . . . . . Homeless shelter Type 2 Type 2 Type 2 . . . Section 19. That Section 4.17(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 20. That Section 4.17(B)(3)(b) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Homeless shelter. Section 21. That Section 4.18(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 22. That Section 4.18(B)(3)(b) of the Land Use Code is hereby amended by the addition of a new subparagraph 4 which reads in its entirety as follows: 4. Homeless shelter. Section 23. That Section 4.19(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 6 330 2. Seasonal overflow shelter. Section 24. That Section 4.20(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 25. That Section 4.21(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new paragraph (2) which reads in its entirety as follows: (2) Institutional/Civic/Public Uses: 1. Seasonal overflow shelter. Section 26_. That the table contained in Section 4.21(B)(2)of the Land Use is hereby amended to read as follows: Land Use I-25/SH 392 (CAC) General Commercial District (C-G) A. RESIDENTIAL . . . . . . . . . B. INSTITUTIONAL/CIVIC/PUBLIC . . . . . . . . Homeless shelter Not permitted Type 2 C. COMMERCIAL/RETAIL . . . . . . . . . D. INDUSTRIAL USES . . . . . . . . . Light industrial – no outside storage Not permitted Type 2 . . . Section 27. That Section 4.22(B)(3)(b) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Homeless shelter. Section 28. That the table contained in Section 4.24(B)(2) of the Land Use Code is hereby amended to read as follows: Land Use Riverside Area All Other Areas B. INSTITUTIONAL/CIVIC/PUBLIC . . . . . . . . . 7 331 Seasonal overflow shelter BDR BDR . . . Section 29. That Section 4.26(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 30. That Section 4.26(D)(2) of the Land Use Code is hereby amended by the addition of a new subparagraph (t) which reads in its entirety as follows: (t) Seasonal overflow shelter. Section 31. That Section 4.27(B)(1)(d) of the Land Use Code is hereby amended by the addition of a new subparagraph 2 which reads in its entirety as follows: 2. Seasonal overflow shelter. Section 32. That Section 4.27(B)(3)(b) of the Land Use Code is hereby amended by the addition of a new subparagraph 8 which reads in its entirety as follows: 8. Homeless shelter. Section 33. That Section 4.27(D)(2) of the Land Use Code is hereby amended by the addition of new subparagraphs (z) and (aa) which reads in their entirety as follows: (z) Seasonal overflow shelter. (aa) Homeless shelter. Section 34. That Section 4.28(B)(3)(B) of the Land Use Code is hereby amended by the addition of a new subparagraph 7 which reads in its entirety as follows: 7. Homeless shelter. Section 35. That the definition of “Child Care Center” contained in Section 5.1.2 of the Land Use Code is hereby amended to read as follows: Child care center shall mean a facility, by whatever name known, which is maintained for the whole or part of a day for the care of seven (7) or more children under the age of sixteen (16) years who are not related to the owner, operator or manager, whether such facility is operated with or without compensation for such care and with or without stated educational purposes, except that a child care center shall not include any of the following three (3)five (5) types of family child care homes as defined by the State of Colorado: family child care homeregular family child care home, three under two family child care home, infant/toddler home, or experienced family child care provider home or large family child care home. The term includes, but is not limited to, facilities commonly known as day care centers, day nurseries, nursery schools, preschools, play 8 332 groups, day camps, summer camps, large child care homes as defined by the State of Colorado, centers for developmentally disabled children and those facilities which give twenty-four-hour-per-day care for dependent and neglected children. Child care centers are also those facilities for children under the age of six (6) years with stated educational purposes which are operated in conjunction with a public, private or parochial college or a private or parochial school, except that the term shall not apply to a kindergarten maintained in connection with a public, private or parochial elementary school system of at least six (6) grades. Section 36. That the definition of “Development plan” contained in Section 5.1.2 of the Land Use is hereby amended to read as follows: Development plan shall mean an application submitted to the City for approval of a permitted use which depicts the details of a proposed development. Development plan includes an overall development plan, a project development plan, and/or a final plan, and/or an amendment of any such plan. Section 37. That the definition of “Dwelling” contained in Section 5.1.2 of the Land Use Code is hereby amended to read as follows: Dwelling shall mean a building used exclusively for residential occupancy and for permitted accessory uses, including single-family dwellings, two-family dwellings and multi-family dwellings, and in the case of a dwelling to be constructed on the rear portion of a lot in the L-M-N, M-M-N, N-C-L, N-C-M, N-C-B, C-C-N, C-C-R, H-C or E zone districts, a minimum of four hundred (400) square feet of floor area, so long as a dwelling already exists on the front portion of such lot. The term dwelling shall not include hotels, motels, tents or other structures designed or used primarily for temporary occupancy. Any dwelling shall be deemed to be a principal building. Section 38. That Section 5.1.2 of the Land Use Code is hereby amended by the addition of a new definition “Homeless shelter” which reads in its entirety as follows: Homeless shelter shall mean a fully enclosed building suitable for habitation by homeless persons and that may provide residency for homeless persons at any time during the year. Section 39. That Section 5.1.2 of the Land Use Code is hereby amended by the addition of a new definition “Seasonal overflow shelter” which reads in its entirety as follows: Seasonal overflow shelter shall mean a homeless shelter that provides residency for homeless persons but only between November 1 and April 30. Introduced, considered favorably on first reading, and ordered published this ___ day of ___________, A.D. 2015, and to be presented for final passage on the ___ day of ______, A.D. 2015. 9 333 __________________________________ Mayor ATTEST: _____________________________ City Clerk Passed and adopted on final reading on this ____ day of ________, A.D. 2015. __________________________________ Mayor ATTEST: _____________________________ City Clerk 10 334 Agenda Item 5 STAFF REPORT May 14, 2015 Planning and Zoning Board PROJECT NAME HARMONY & STRAUSS CABIN CONVENIENCE SHOPPING CENTER STAFF Clark Mapes, City Planner PROJECT INFORMATION PROJECT DESCRIPTION: This is a request for a Project Development Plan (PDP) for commercial development on 13 acres located at the southeast corner of East Harmony Road and Strauss Cabin Road in the H-C, Harmony Corridor zone district. The project proposes 9 buildings, with potential uses of bank, restaurant, retail, and health and membership club. Buildings are one and two stories. Total proposed floor area is 84,000 square feet. The plan includes improvements to the Harmony Road & Strauss Cabin Road intersection. APPLICANT: Joseph J Kish Post Modern Development 144 N Mason St. Unit #4 Fort Collins, CO 80524 OWNER: Firstier Bank 115 S. Walnut Street Kimball, NE 69145 RECOMMENDATION: Staff recommends approval of Harmony & Strauss Cabin Convenience Shopping Center #PDP140022. EXECUTIVE SUMMARY EXECUTIVE SUMMARY: This PDP proposes the first development within the Harmony & I-25 Overall Development Plan (ODP) for the southwest quadrant of the I-25/Harmony interchange. The ODP was approved by the Planning and Zoning Board on August 14, 2014. Staff finds that this PDP is consistent with the ODP. Item # 5 Page 1 335 Agenda Item 5 The entire ODP, including this PDP, is located in the floodplain of the Poudre River. The buildings in this PDP would be elevated above the base flood elevation consistent with City requirements. This PDP is intended to enable the developer to seek users for the buildings. Implementation of the PDP would occur through a series of minor or major amendments that would incorporate the needs of each user and provide details of building entrance arrangements, plazas, patios, bike parking for each building, detailed landscaping around each building, final architecture, and all other needed details. Future minor amendments will be subject to staff review unless the proposal results in a change in character from the approved plan. Future major amendments which are determined by staff to be a change in character will require review by the Planning and Zoning Board. Staff has evaluated the request under applicable sections of the Land Use Code (code), and finds that all issues have been adequately addressed in compliance with the code. Key issues evaluated by staff have included specific zoning limitations on land uses; connectivity to future development; responsiveness to the context of the river valley and city gateway location; and traffic improvements needed on Strauss Cabin and Harmony Roads. STAFF COMMENTS: 1. PROJECT BACKGROUND The southwest quadrant of the I-25/Harmony interchange was annexed in the 2009 with the Riverwalk annexation of 264 acres, and placed in the H-C zoning district. That annexation and zoning included the subject property. Surrounding zoning and land uses are as follows: Direction Zone District Existing Land Uses North P-O-L, Public Open Lands; County Commercial Harmony Transportation Transfer Center (park- n-ride); Arapaho Bend Natural Area West H-C, Harmony Corridor Vacant 27-acre investment/development property at NW corner of Strauss Cabin and Harmony Roads South H-C, Harmony Corridor Gravel mine pond currently in the review process for filling to eliminate the open water East H-C, Harmony Corridor Harmony Gardens plant nursery Item # 5 Page 2 336 Agenda Item 5 2. COMPLIANCE WITH ZONING DISTRICT STANDARDS Article 4 of the Land Use Code contains standards for zoning districts throughout the City. Staff finds that the PDP complies with the applicable zoning district standards. The H-C, Harmony Corridor zone district is Division 4.26 in the code. H-C zoning is intended to implement the design concepts and land use vision of the Harmony Corridor Plan to create an attractive and complete mixed-use area with a major employment base. Permitted Uses The proposed uses are permitted as “secondary uses” in the H-C zone. The proposed uses are classified as a convenience shopping center, standard restaurant, and health and membership club. Secondary uses are limited to 25% of a development plan, and must be integrated in function and appearance into a larger employment-based development plan that emphasizes primary uses comprising non-retail employment uses. In this case, the governing development plan is the ODP. It provides the basis for this PDP by designating space for primary and secondary uses consistent with the 75-25 zoning requirement. The required primary uses are designated on a 42-acre area abutting this PDP to the south. That area currently consists of a gravel mine pond which is proposed to be filled to eliminate the open water in order to comply with State water requirements, and to allow for future development. Requirements for the Convenience Shopping Center Use Retail commercial uses in the Harmony Corridor are permitted only in several types of shopping centers, one of which is Convenience Shopping Center. The requirements for these centers are found in the definition of the use in Article 5 of the Land Use Code: Convenience shopping center shall mean a shopping and service center situated on seven (7) or fewer acres with four (4) or more business establishments with separate exterior entrances, located in a complex which is planned, developed and managed as a single unit, and located within and intended to primarily serve the consumer demands of adjacent employment areas. The principal uses permitted include retail stores; business services; convenience retail stores with fuel sales (possibly including an accessory one-bay automatic carwash); personal business and service shops; standard or fast food restaurants (without drive-up windows); vehicle minor repair, servicing and maintenance uses; liquor sales (for on- or off-premise consumption); beauty or barber shops; dry-cleaning outlets; equipment rental (not including outdoor storage); limited indoor recreational uses; pet shops; and uses of similar character. Secondary uses may include professional offices; limited banking services such as branch banks (with limited drive-up facilities) and automated teller machines; multi-family dwellings; medical offices and clinics; small animal veterinary clinics; child care centers; and elderly day care facilities. Lot 1 of the PDP fits this definition. Item # 5 Page 3 337 Agenda Item 5 3. COMPLIANCE WITH GENERAL DEVELOPMENT STANDARDS FOR ALL DEVELOPMENT Article 3 of the Land Use Code contains standards for all development city-wide to be used in conjunction with zoning district standards. Staff finds that the project complies with all applicable General Development Standards, with the following comments listed in the order of standards found in the code. Landscaping and Tree Protection Standards Code Section 3.2.1 requires a fully developed landscape plan with full tree stocking and other functional landscaping. The PDP provides required tree plantings and addresses relationships of landscaping to streets, drives, and sidewalks in a manner appropriate to the Poudre river valley and city gateway context. Landscaping is crucial for this development complement the river valley setting and community gateway location. The landscape plan is designed to complement the park-n-ride and Natural Areas across Harmony Road on the north, with plantings of cottonwood trees and native shrubs in groupings to express the river valley setting. A 160-foot-wide setback is provided along Harmony Road for the purpose of accommodating likely future changes to flood flows within the floodplain, related to the larger ODP. This area allows for a generous landscaped edge to reinforce the existing naturalistic landscape along the north side of Harmony Road, which has cottonwoods in a generous setback along the park-n- ride and the edge of Arapaho Bend Natural Area. The image of development as seen from Harmony road will be different than typical highway commercial exit development that relies on very high visibility corporate image with limited emphasis on landscaping. For this project, visibility will be in openings between trees that frame intermittent views of buildings, and any signs that may be located closer to the street. Where appropriate, naturalistic groups of native cottonwoods and thickets of native shrubs transition to a more refined, manageable commercial landscaping in the interior of the site where landscape areas are smaller and closer to buildings. Access, Circulation and Parking Standards Section 3.2.2 requires safe, convenient, efficient parking and circulation improvements that add to the attractiveness of the development. The PDP provides the initial phase of a gridded network of streets (or street-like private drives that function like streets), and sidewalks, consistent with the ODP. This PDP is accessed from Strauss Cabin Road by a street-like private drive called Hacienda Drive with diagonal parking and street trees in cutouts in an attached sidewalk. The PDP provides a direct, central sidewalk connection to Harmony Road across the 160-foot setback area; and provides a standard detached sidewalk along Strauss Cabin Road. In Item # 5 Page 4 338 Agenda Item 5 addition, the internal sidewalk network will connect directly to any future development of primary uses southward from this PDP. Emergency access is adequately provided throughout the site and a second emergency access point is provided to Strauss Cabin Road in accordance with requirements. Bike Parking Standards A total of 134 bicycle parking spaces are required for the commercial space in the PDP, under subsection 3.2.2(C)(4). The proposed project reserves adequate space for these required facilities, with bike parking locations to be determined adjacent to individual buildings at the time of subsequent plan amendments for each building. Parking Standards No vehicular parking requirements apply to this PDP because it was submitted prior to recently established minimum parking requirements for retail commercial uses. Rather, the plan is subject to maximum limits on parking, of 600 spaces. Nevertheless, the plan provides 503 spaces, or 6 spaces per 1,000 square feet, which exceeds the current minimum requirements that would be applicable if the plan was submitted today. Site Lighting Standards The PDP provides lighting with down-directional, sharp cutoff fixtures in full compliance with standards in Section 3.2.4, and with no light trespass onto off-site areas. Lighting levels are adequate for security and aesthetics without excessive brightness on site. Trash and Recycling Enclosures The PDP provides generous space for the collection and storage of refuse and recyclable materials associated with buildings throughout the site. Enclosures allow walk-in access and screen the function from public view. Enclosures are masonry to match associated buildings. Section 3.2.5 contains the applicable requirements. Right-of-Way Dedication The plan dedicates additional street right-of-way along its Strauss Cabin and Harmony Road frontages to increase the width to the current standard, as required in Section 3.3.1. Building and Project Compatibility Standards Standards in Section 3.5.1 require that in areas where an existing architectural character is not definitively established or is not consistent with the purposes of the code, the architecture of new development must set an enhanced standard of quality for future projects. This Section requires color shades to be used to facilitate blending into the neighborhood and unifying the development. Item # 5 Page 5 339 Agenda Item 5 This Section is most clearly applicable to urban development proposed within an urban context where sensitive compatibility issues can arise; and the subject site has very little existing urban development context. Nevertheless, the PDP sets an enhanced standard and unifies the development with use of stone, metal roofs, and stucco used in a consistent theme. Commercial Building Standards Proposed buildings provide a high level of architectural interest with variation in massing and ground floor facades that comport with a pedestrian scale to establish attractive street fronts and walkways, as required in Section 3.5.3. Buildings are designed with a unifying theme to establish a sense of place. Proposed buildings meet build-to requirements along Strauss Cabin Road and along the street- like private drive, which functions in lieu of a street as allowed by code; and along Connecting Walkways as defined in the code. These are fundamental requirements for development found in subsection 3.5.3(C). NEIGHBORHOOD MEETING: A neighborhood meeting was held January 5, 2015. 12 people attended. Discussion at the meeting involved basic questions and answers about the plan. A prior meeting on the ODP had previously addressed most questions about the proposed development. No particular issues or topics emerged at the meeting, with one exception involving a request for staff to investigate a street connection across property to the west spanning the bluff that defines the edge of the river valley. Staff followed through and confirmed that the street connection is not feasible nor within the scope of the PDP. FINDINGS OF FACT AND CONCLUSIONS: In evaluating the request for the Harmony & Strauss Cabin Convenience Shopping Center, staff makes the following findings of fact and conclusions regarding Land Use Code requirements: A. The PDP complies with the process outlined in Article 2, Division 2.2 - Common Development Review Procedures for Development Applications. B. The PDP complies with applicable standards in Article 3 - General Development Standards. C. The PDP complies with applicable standards for the H-C, Harmony Corridor zone district in Article 4, Division 4.26. Item # 5 Page 6 340 Agenda Item 5 RECOMMENDATION: Staff recommends that the Planning and Zoning Board approve the Harmony & Strauss Cabin Convenience Shopping Center PDP, with the following motion: Approve the Harmony & Strauss Cabin Convenience Shopping Center Project Development Plan based on the Findings of Fact. ATTACHMENTS 1. Att 1 Site Plan - 3 pages (PDF) 2. Att2 Renderings - 3 pages (PDF) 3. Att3a Archit Elevations Page 1 (JPG) 4. Att3b Archit Elevations Page 2 (JPG) 5. Att3c Archit Elevations Page 3 (JPG) 6. Att3d Archit Elevations Page 4 (JPG) 7. Att3e Archit Elevations Page 5 (JPG) 8. Att3f Archit Elevations Page 6 (JPG) 9. Att4 Landscape Plan (PDF) Item # 5 Page 7 341 342 VICINITY MAP OWNER'S CERTIFICATION THE UNDERSIGNED DOES/DO HEREBY CERTIFY THAT I/WE ARE THE LAWFUL OWNERS OF REAL PROPERTY DESCRIBED ON THIS SITE PLAN AND DO HEREBY CERTIFY THAT I/WE ACCEPT THE CONDITIONS AND RESTRICTIONS SET FORTH ON SAID PROJECT DEVELOPMENT PLAN WITHIN THE LIMIT OF DEVELOPMENT BOUNDARY. PARCELS 1-4 FIRSTIER BANK NEBRASKA NAME DATE MY COMMISSION EXPIRES: NOTARY PUBLIC STATE OF COLORADO ) )SS NOTARIAL CERTIFICATE DIRECTOR OF COMMUNITY DEVELOPMENT AND NEIGHBORHOOD SERVICES APPROVED BY THE COMMUNITY DEVELOPMENT AND NEIGHBORHOOD SERVICES DIRECTOR ON THIS DAY OF , A.D., 2015. COMMUNITY DEVELOPMENT AND NEIGHBORHOOD SERVICES DIRECTOR COUNTY OF LARIMER ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME BY , THIS DAY OF , 2015. APPLICANT / DEVELOPER PROPERTY OWNER PLANNER / CIVIL ENGINEER SITE PLAN NOTES POST MODERN DEVELOPMENT 144 NORTH MASON STREET SUITE 5 FORT COLLINS, CO 80524 (970) 407-7808 TST, INC. CONSULTING ENGINEERS 760 WHALERS WAY BUILDING C, SUITE 200 FORT COLLINS, CO 80525 (970) 226-0557 LEGAL DESCRIPTION FIRSTIER BANK NEBRASKA 115 SOUTH WALNUT STREET KIMBALL, NE 69145 1. THIS PROJECT SITE IS LOCATED WITHIN FEMA REGULATED FLOODWAY AND FLOODPLAINS, PER FEMA FIRM MAPS 08069C0994F AND 08069C1013F, DATED DECEMBER 19, 2006. 2. PORTIONS OF THIS SITE ARE LOCATED IN THE FEMA - REGULATORY 100- AND 500-YEAR FLOOD PLAINS, AND THE 1 2 -FOOT RISE FLOODWAY. 3. EFFECTIVE FLOODPLAIN INFORMATION SHOWN ON THIS PLAN IS BASED UPON LOMR 14-08-058OP, DATED DECEMBER 15, 2014. 4. ALL AREAS IN THE FLOODPLAIN AND FLOODWAY ARE SUBJECT TO THE STANDARDS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 5. NO WORK MAY COMMENCE IN THE FLOODWAY UNTIL A FLOODPLAIN USE PERMIT AND NO-RISE CERTIFICATION HAVE BEEN APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION DIVISION. NO-RISE CERTIFICATIONS MUST BE RE-CERTIFIED POST PROJECT. 6. ALL WORK IN THE FLOOD FRINGE MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE PERMIT. 7. CRITICAL FACILITIES ARE PROHIBITED IN THE POUDRE RIVER FLOODPLAIN. 8. NO NEW STRUCTURES OR ADDITIONS MAY BE ADDED TO THE FLOODWAY. 9. ALL STRUCTURES IN THE FLOODWAY AND FLOOD FRINGE MUST HAVE AN EMERGENCY RESPONSE PREPAREDNESS PLAN. 10. WITHIN THE FLOODWAY, A CONDITIONAL LETTER OF MAP REVISION (CLOMR) MUST BE APPROVED BY FEMA PRIOR TO ISSUANCE OF ANY BUILDING OR GRADING PERMITS. 11. NON-RESIDENTIAL STRUCTURES OR ADDITIONS IN THE 100-YR FLOOD FRINGE MUST HAVE THEIR LOWEST FLOOR AND ALL ELECTRICAL, MECHANICAL AND HVAC ELEVATED OR FLOODPROOFED 2.0 FEET ABOVE THE 100-YR BASE FLOOD ELEVATION (BFE). STRUCTURAL CONSTRUCTION MUST BE FOLLOWED WITH AN AS-BUILT ELEVATION CERTIFICATE. STRUCTURES OPTING FOR FLOODPROOFING IN LIEU OF ELEVATION MUST PROVIDE A FLOODPROOFING CERTIFICATE AFTER 344 7.00' TIE INTO EXISTING WALK 7.00' EXISTING WALK 5' ATTACHED WALK 345 HARMONY AND STRAUSS CABIN | PDP P&Z SITE PLAN 346 HARMONY AND STRAUSS CABIN | PDP P&Z AERIAL VIEW 347 V HARMONY AND STRAUSS CABIN | PDP P&Z PERSPECTIVE VIEW 348 349 350 351 352 353 354 10' SIDEWALK PEDESTRIAN CONNECTION EFFECTIVE 1/2 FOOT RISE EFFECTIVE 100 YEAR FLOODWAY LINE TREES IN TREE GRATES (TYP) DIAGONAL PARKING URBAN STREET SECTION: DIAGONAL PARKING, PLAZA AND PATIO SPACES, TREES AND PLANTINGS TYP. PLANTER, TYP. 6' SIDEWALK. SHADE TREE, TYP. ORNAMENTAL TREE, TYP. PARKING, TYP. WALKWAY CONNECTION SHRUB /PERENNIAL PLANTING EVERGREEN SCREENING NATIVE ORNAMENTALS COTTONWOODS, TYP. NATIVE GRASS SEEDING EVERGREEN SCREENING 10' SIDEWALK PLANTER, TYP. ASPHALT PARKING, TYP. WALKWAY CONNECTION SHRUB/PERENNIAL PLANTING, TYP. SHADE TREE, TYP. ORNAMENTAL TREE, TYP. PARKING (TYP.) ASPHALT PARKING, TYP. DIAGONAL PARKING RAIN GARDEN RAIN GARDEN RAIN GARDEN RAIN GARDEN EXISTING TREES TO BE PRESERVED. SEE MITIGATION PLAN, SHEET #6 EXISTING TREES TO BE PRESERVED. SEE MITIGATION PLAN, SHEET #6 EMERGENCY ACCESS POINT SHRUB BED, TYP. POSSIBLE TRANSPLANT LOCATION FOR MITIGATION TREES HARMONY ROAD EXISTING HARMONY ROAD SIDEWALK ASPHALT PARKING, TYP. ASPHALT PARKING, TYP. 1. ALL PLANT MATERIALS SHALL BE IN ACCORDANCE WITH AAN SPECIFICATIONS FOR #1 GRADE 2. ALL TREES TO MEET CITY OF FORT COLLINS LAND USE CODE STANDARDS FOR SIZE. 3. CONTRACTOR SHALL MAINTAIN ALL LANDSCAPING FOR A TWO YEAR PERIOD COMMENCING FROM DATE OF SUBSTANTIAL COMPLETION, INCLUDING MOWING, WEEDING, WINTER WATERING AND PRUNING. 4. CONTRACTOR TO MINIMIZE ALL DISTURBANCE TO NON-IMPACTED AREAS. ALL DISTURBED AREAS NOT RECEIVING TURF SHALL BE RESEEDED WITH THE NATIVE PRAIRIE SEED MIX SPECIFIED ON THIS SHEET. 5. MINOR CHANGES IN SPECIES AND PLANT LOCATIONS MAY BE MADE DURING CONSTRUCTION AS REQUIRED BY SITE CONDITIONS WITH APPROVAL OF OWNER'S REPRESENTATIVE. OVERALL QUANTITY AND QUALITY TO BE CONSISTENT WITH APPROVED PLANS. OUR DESIGN APPROACH IS TO INITIATE A SENSE OF ENTRY INTO THE FORT COLLINS COMMUNITY, CREATES A COMPELLING SHOPPING EXPERIENCE, WHILE MAINTAINING THE FEEL OF A LANDSCAPE, INFORMED BY THE EXISTING RIVER VALLEY CHARACTER. THE HARMONY AND STRAUSS CABIN CONVENIENCE SHOPPING CENTER WILL INVITE THE USER WITH SHADE, TEXTURE AND COLOR FROM THE NATIVE ENVIRONMENT, WHILE REMAINING CONSISTENT WITH THE FORT COLLINS, HARMONY CORRIDOR PLAN. OUR DRIVING GOALS ARE FOR PEOPLE TO EXPERIENCE THE RIVER VALLEY CHARACTER, ENJOY RESPITE FROM WESTERN SUNLIGHT AND SOFTEN THE IMPACT OF BUILT ELEMENTS WITHIN THE LANDSCAPE FOR A COMPLETE AND IMMERSIVE EXPERIENCE. THE PROPOSED PLANT PALETTE IS BASED ON BOTH RIPARIAN, XERIC AND NATIVE PLANTINGS PRODUCING A RIVER VALLEY FEEL THROUGHOUT THE ENTIRE SITE. THESE PLANTINGS INCLUDE: LANCELEAF, PLAINS COTTONWOODS, DWARF ARCTIC WILLOW AND NATIVE GRASS SEEDING. NATIVE AREAS WILL TRANSITION INTO A MORE TRADITIONAL LANDSCAPE AS PEOPLE MOVE INTO THE CENTER'S INTERIOR . HOWEVER, IT IS IMPORTANT TO NOTE, NATIVE SPECIMENS WILL STILL BE USED FOR THE DEVELOPMENT'S INTERIOR LANDSCAPE BUT WITH A MORE JUDICIOUS MIX OF XERIC PLANTINGS SUCH AS BUR OAK, HACKBERRY, SENSATION BOXELDER AND HONEYLOCUST. ORNAMENTAL TREES CONSISTING OF TATARIAN MAPLE, TOBA HAWTHORNS, CRABAPPLES AND CLEVELAND SELECT PEARS WILL PROVIDE SPRING BLOOM AND FALL INTEREST. HARDSCAPES WILL BE SOFTENED WITH A MIX OF NATIVE AND DROUGHT TOLERANT SHRUBS, PERENNIALS AND GRASSES. SHRUB SELECTIONS TO BE SERVICEBERRY, COLUMNAR BUCKTHORN, CURRANT, BROOM, BURNING BUSH, NATIVE NINEBARK AND BUTTERFLY BUSHES. PERENNIALS, INCLUDING GAILLARDIA, BLACK EYED SUSAN'S, BLOODY CRANESBILL, SAGE, SNOW-IN-SUMMER AND LAMB'S EAR, WILL PROVIDE SPRING, SUMMER AND FALL COLOR. GRASSES SUCH AS INDIAN GRASS, TUFTED HAIR GRASS AND SWITCH GRASS MASSINGS WILL CONTINUE THE RIVER VALLEY FEEL THROUGHOUT THE DEVELOPMENT'S INTERIOR. THIS PROJECT DOES PRESENT ENGAGING OPPORTUNITIES. WHILE THE LANDSCAPE PLAN WILL BE STRUCTURAL BY DEFINITION, WE FEEL IT IS VITAL TO PRESERVE THE VALUE AND CONTEXT OF THE POUDRE RIVER CORRIDOR THROUGHOUT THIS SITE. WE ARE KEENLY AWARE OF BALANCING A RIVER VALLEY PLANTING CONCEPT AND PROVIDING CORRIDORS OF VISIBILITY FROM HARMONY ROAD AS A WAY TO INVITE PEOPLE INTO THE SHOPPING SPACE. FINALLY, WE UNDERSTAND THIS SPACE WILL ACT AS A GATEWAY INTO OUR FORT COLLINS COMMUNITY AND SHOULD PROVIDE AN IMPACT BEYOND A VISIT TO THIS DEVELOPMENT. APPLICANT / DEVELOPER PROPERTY OWNER PLANNER / CIVIL ENGINEER SITE PLAN NOTES POST MODERN DEVELOPMENT 144 NORTH MASON STREET SUITE 5 FORT COLLINS, CO 80524 (970) 407-7808 TST, INC. CONSULTING ENGINEERS 760 WHALERS WAY BUILDING C, SUITE 200 FORT COLLINS, CO 80525 (970) 226-0557 FIRSTIER BANK NEBRASKA 115 SOUTH WALNUT STREET KIMBALL, NE 69145 1. THIS SITE IS LOCATED WITHIN THE HARMONY CORRIDOR ZONE DISTRICT (H-C). 2. THIS SITE IS LOCATED OUTSIDE OF THE EFFECTIVE 1/2 FOOT RISE FLOODWAY. 3. THE PROPOSED LAND USES FOR THE HARMONY AND STRAUSS CABIN CONVENIENCE SHOPPING AREA INCLUDE NEIGHBORHOOD COMMERCIAL OUTLOTS, OUTSIDE OF THE NEIGHBORHOOD COMMERCIAL AREA. (LOT 1) AND LOT 2 ARE RESERVED FOR A FUTURE DRAINAGE CHANNEL AND FUTURE DEVELOPMENT. 4. THIS PROJECT DEVELOPMENT PLAN IS ACCOMPANIED BY AN ECOLOGICAL CHARACTERIZATION STUDY (ECS). THIS ECS DOCUMENTS THE EXISTING SIGNIFICANT ECOLOGICAL VALUE OF THE SITE. PROPOSED MITIGATION FOR THE IMPACTS OF THE DEVELOPMENT ARE SHOWN IN CONCEPT ON THE MITIGATION PLAN (SHEET 6 OF THIS SET). THE ECS REPORT AND THE PROTECTION AND MITIGATION WILL BE CONSISTENT WITH THE CITY OF FORT COLLINS LUC SECTION 3.4.1. FLOODPLAIN NOTES PROPOSED PLANT PALETTE LANDSCAPE DESIGN NARRATIVE *NOTE: 27 TREES TO BE UP-SIZED PER MITIGATION PLAN AND NOTES BELOW (SEE SHEET6) x SHADE TREES TO BE 3" CALIPER B&B x ORNAMENTAL TREES TO BE 2.5" B&B x EVERGREEN TREES TO BE 8' B&B 6 5 4 3 13 12 11 10 9 8 7 17 16 15 14 20 19 18 28 27 26 25 24 23 22 21 36 35 34 33 32 31 30 29 39 38 37 41 40 43 44 45 46 48 49 50 54 56 57 59 60 61 62 63 47 51 52 53 55 SEE HARMONY & 1-25 PDP SOUTH FOR DETAIL STRAUSS CABIN ROAD 58 PROPOSED CURB LINE PROPOSED BUILDING ENVELOPE 64 65 42 HALF OF DRIP LINE MIN. 6' T-POST WITH 4 STAKES PER TREE DRIVEN (MIN. 18") FIRMLY INTO SUBGRADE PRIOR TO CONSTRUCTION VERTICAL NOTES: 1. FENCING TO CONSIST OF 5' HEIGHT ORANGE PLASTIC CONSTRUCTION FENCING TIED TO POST WITH METAL WIRE. FENCING SHALL REMAIN UNTIL CONSTRUCTION IS COMPLELTELY FINISHED. 2. SEE PLANT PROTECTION NOTES THIS SHEET. CONSTRUCTION BARRIER FENCING NTS 4 TREE PROTECTION Tree Protection Specifications The following tree protection specifications should be followed to the maximum extent feasible. (1) Within the drip line of any protected existing tree, there shall be no cut or fill over a four-inch depth unless a qualified arborist or forester has evaluated and approved the disturbance. (2) All protected existing trees shall be pruned to the City of Fort Collins Forestry standards. (3) Prior to and during construction, barriers shall be erected around all protected existing trees with such barriers to be of orange fencing a minimum of four (4) feet in height, secured with metal T-posts, no closer than six (6) feet from WKHWUXQNRURQHKDOI ò RIWKHGULSOLQH whichever is greater. There shall be no storage or movement of equipment, material, debris or fill within the fenced tree protection zone. (4) During the construction stage of development, the applicant shall prevent the cleaning of equipment or material or the storage and disposal of waste material such as paints, oils, solvents, asphalt, concrete, motor oil or any other material harmful to the life of a tree within the drip line of any protected tree or group of trees. (5) No damaging attachment, wires, signs or permits may be fastened to any protected tree. (6) Large property areas containing protected trees and separated from construction or land clearing areas, road rights-of-way and utility easements may be "ribboned off," rather than erecting protective fencing around each tree as required in subsection (G)(3) above. This may be accomplished by placing metal t-post stakes a maximum of fifty (50) feet apart and tying ribbon or rope from stake-to-stake along the outside perimeters of such areas being cleared. (7) The installation of utilities, irrigation lines or any underground fixture requiring excavation deeper than six (6) inches shall be accomplished by boring under the root system of protected existing trees at a minimum depth of twenty-four (24) inches. The auger distance is established from the face of the tree (outer bark) and is scaled from tree diameter at breast height as described in the chart in section 3.2.1 g of the Fort Collins Land Use Code. Tree Transplanting notes: 1. All trees to be reviewed by Representative of the City of Fort Collins Forestry Division prior to Transplanting or Removal. If any trees that are schedule for Removal are able to be transplanted, or trees scheduled for Transplant need to be removed, please contact the Landscape Architect for coordination. 2. Timing of season, transplanting technique and aftercare including watering shall follow recommendations of a qualified tree transplanting consultant. Mitigation trees shall meet the following minimum size requirements: (a) Canopy Shade Trees 3.0" caliper balled and burlap or equivalent (b) Ornamental Trees 2.5" caliper balled and burlap or equivalent (c) Evergreen Trees 8' height balled and burlap or equivalent 357 SPECIFIC TREE LOCATIONS TO BE DETERMINED AT THE TIME OF FINAL PLANS. x ALL DIVERSITY STANDARDS OF SECTIONS 3.2.1 D 3 OF THE CITY OF FORT COLLINS LAND USE CODE SHALL BE MET AT THAT TIME. x THE SPECIES GROUPING STANDARDS FROM SECTION 4.1.2 OF THE CITY OF FORT COLLINS LAND USE CODE AND APPENDIX C OF THE LARIMER COUNTY URBAN AREA STREET STANDARDS WILL BE MET AT THAT TIME. 1. THIS PROJECT SITE IS LOCATED WITHIN FEMA REGULATED FLOODWAY AND FLOODPLAINS, PER FEMA FIRM MAPS 08069C0994F AND 08069C1013F, DATED DECEMBER 19, 2006. 2. PORTIONS OF THIS SITE ARE LOCATED IN THE FEMA - REGULATORY 100- AND 500-YEAR FLOOD PLAINS, AND THE 1 2 -FOOT RISE FLOODWAY. 3. EFFECTIVE FLOODPLAIN INFORMATION SHOWN ON THIS PLAN IS BASED UPON LOMR 14-08-058OP, DATED DECEMBER 15, 2014. 4. ALL AREAS IN THE FLOODPLAIN AND FLOODWAY ARE SUBJECT TO THE STANDARDS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 5. NO WORK MAY COMMENCE IN THE FLOODWAY UNTIL A FLOODPLAIN USE PERMIT AND NO-RISE CERTIFICATION HAVE BEEN APPROVED BY THE CITY OF FORT COLLINS FLOODPLAIN ADMINISTRATION DIVISION. NO-RISE CERTIFICATIONS MUST BE RE-CERTIFIED POST PROJECT. 6. ALL WORK IN THE FLOOD FRINGE MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE PERMIT. 7. CRITICAL FACILITIES ARE PROHIBITED IN THE POUDRE RIVER FLOODPLAIN. 8. NO NEW STRUCTURES OR ADDITIONS MAY BE ADDED TO THE FLOODWAY. 9. ALL STRUCTURES IN THE FLOODWAY AND FLOOD FRINGE MUST HAVE AN EMERGENCY RESPONSE PREPAREDNESS PLAN. 10. WITHIN THE FLOODWAY, A CONDITIONAL LETTER OF MAP REVISION (CLOMR) MUST BE APPROVED BY FEMA PRIOR TO ISSUANCE OF ANY BUILDING OR GRADING PERMITS. 11. NON-RESIDENTIAL STRUCTURES OR ADDITIONS IN THE 100-YR FLOOD FRINGE MUST HAVE THEIR LOWEST FLOOR AND ALL ELECTRICAL, MECHANICAL AND HVAC ELEVATED OR FLOODPROOFED 2.0 FEET ABOVE THE 100-YR BASE FLOOD ELEVATION (BFE). STRUCTURAL CONSTRUCTION MUST BE FOLLOWED WITH AN AS-BUILT ELEVATION CERTIFICATE. STRUCTURES OPTING FOR FLOODPROOFING IN LIEU OF ELEVATION MUST PROVIDE A FLOODPROOFING CERTIFICATE AFTER CONSTRUCTION. 12. NO WORK MAY COMMENCE UNTIL ALL FILL FROM THE FLOODWAY IN THE LOMR-F AREA HAS BEEN REMOVED. STREET TREE NOTES 1. A PERMIT MUST BE OBTAINED FROM THE CITY FORESTER BEFORE ANY TREES OR SHRUBS AS NOTED ON THIS PLAN ARE PLANTED, PRUNED OR REMOVED ON THE PUBLIC RIGHT_OF_WAY. THIS INCLUDES ZONES BETWEEN THE SIDEWALK AND CURB, MEDIANS AND OTHER CITY PROPERTY. THIS PERMIT SHALL APPROVE THE LOCATION AND SPECIES TO BE PLANTED. FAILURE TO OBTAIN THIS PERMIT MAY RESULT IN REPLACING OR RELOCATING TREES AND A HOLD ON CERTIFICATE OF OCCUPANCY. 2. CONTACT THE CITY FORESTER TO INSPECT ALL STREET TREE PLANTINGS AT THE COMPLETION OF EACH PHASE OF THE DEVELOPMENT. ALL TREES NEED TO HAVE BEEN INSTALLED AS SHOWN ON THE LANDSCAPE PLAN. APPROVAL OF STREET TREE PLANTING IS REQUIRED BEFORE FINAL APPROVAL OF EACH PHASE. 3. STREET TREES SHALL BE SUPPLIED AND PLANTED BY THE DEVELOPER USING A QUALIFIED LANDSCAPE CONTRACTOR. 4. THE DEVELOPER SHALL REPLACE ALL DEAD AND DYING STREET TREES AFTER PLANTING UNTIL FINAL MAINTENANCE INSPECTION AND ACCEPTANCE BY THE CITY OF FORT COLLINS FORESTRY DIVISION. ALL STREET TREES IN THE PROJECT MUST BE ESTABLISHED OF AN APPROVED SPECIES AND OF ACCEPTABLE CONDITION PRIOR TO ACCEPTANCE. 5. STREET TREE LOCATIONS AND NUMBERS MAY BE ADJUSTED TO ACCOMMODATE DRIVEWAY LOCATIONS, UTILITY STANDARDS, SEPARATION BETWEEN TREES, STREET SIGNS AND STREET LIGHTS. STREET TREES SHALL BE CENTERED IN THE MIDDLE OF THE PARKWAY. QUANTITIES SHOWN ON PLAN MUST BE INSTALLED UNLESS A REDUCTION OCCURS TO MEET SEPARATION STANDARDS. 356 6. THE IRRIGATION SYSTEM FOR LANDSCAPED AREAS SHALL BE REVIEWED AND APPROVED BY THE CITY OF FORT COLLINS WATER UTILITIES. IRRIGATION PLANS TO BE REVIEWED AS PART OF THE CONSTRUCTION PERMIT REVIEW PROCESS. THE IRRIGATION SYSTEM MUST BE INSTALLED ACCORDING TO APPROVED PLANS, OR AN ACCEPTABLE FINANCIAL SECURITY DEPOSITED WITH THE CITY PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY. 7. ALL TURF AREAS SHALL BE IRRIGATED WITH AN AUTOMATED, POP-UP IRRIGATION SYSTEM. ALL SHRUB BEDS TO BE IRRIGATED WITH A DRIP SYSTEM. ALL PERENNIAL BEDS TO BE IRRIGATED WITH XERI-POP SPRAY HEADS. NATIVE SEED AREAS TO BE IRRIGATED UNTIL FULLY ESTABLISHED (SOD IS FORMED) (MIN 1-3 YEARS). 8. TREES SHALL NOT BE PLANTED CLOSER THAN 4 FEET TO ANY GAS LINE, 6 FEET FROM ANY WATER OR SEWER SERVICE LINE, 10 FEET TO ANY WATER OR SEWER MAIN, AND NOCLOSER THAN 8 FEET TO A DRIVEWAY OR ALLEY. A HORIZONTAL DISTANCE OF 40 FEET BETWEEN STANDARD STREET TREES AND STREET LIGHTS AND 15 FEET BETWEEN ORNAMENTAL TREES AND STREET LIGHTS SHALL BE MAINTAINED. TREES SHALL NOT BE PLANTED ANY CLOSER THAN 20 FEET FROM A TRAFFIC CONTROL SIGN OR DEVISE. 9. TO THE MAXIMUM EXTENT FEASIBLE, TOPSOIL THAT IS REMOVED DURING CONSTRUCTION ACTIVITY SHALL BE CONSERVED FOR LATER USE ON AREAS REQUIRING REVEGETATION AND LANDSCAPING. 10. CONTRACTOR IS RESPONSIBLE FOR SETUP OF BARRICADES, WARNING SIGNAGE, OR OTHER PROTECTIVE DEVICES IF ANY EXCAVATIONS ARE LEFT EXPOSED AFTER ON-SITE WORK HOURS. 11. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ACQUIRE ALL NECESSARY PERMITS FOR CONSTRUCTION OPERATIONS IN PUBLIC RIGHTS-OF-WAY. 12. PRIOR TO INSTALLATION OF PLANT MATERIALS, THE SOIL IN ALL LANDSCAPE AREAS, INCLUDING PARKWAYS AND MEDIANS, SHALL BE THOROUGHLY LOOSENED TO A DEPTH OF NOT LESS THAN EIGHTEEN (18) INCHES AND SOIL AMENDMENT SHALL BE THOROUGHLY INCORPORATED INTO THE SOIL OF ALL LANDSCAPE AREAS TO A DEPTH OF SIX (6) INCHES BY TILLING, DISCING OR OTHER SUITABLE METHOD, AT A RATE OF AT LEAST THREE (3) CUBIC YARDS OF SOIL AMENDMENT PER ONE THOUSAND (1,000) SQUARE FEET OF LANDSCAPED AREA. 13. EXISTING TREES SHOWN ON THIS PLAN ARE TO BE PROTECTED IN PLACE. SEE THE TREE MITIGATION PLAN FOR SPECIFIC PROTECTION REQUIREMENTS. ALL TREE TRIMMING AND REMOVAL IS TO BE PERFORMED BY A LICENSED FORT COLLINS ARBORIST PER THE CITY OF FORT COLLINS LAND USE CODE. 14. PROTECT ALL ROOTS THAT ARE ENCOUNTERED DURING SIDEWALK DEMOLITION AND CONSTRUCTION. 15. DO NOT REMOVE MORE THAN 3" OF SOIL WITHIN THE TREE PROTECTION ZONE IN ORDER TO LAY NEW SOD. 16. LANDSCAPING MUST BE INSTALLED OR SECURED WITH AN IRREVOCABLE LETTER OF CREDIT, PERFORMANCE BOND, OR ESCROW AMOUNT FOR 125% OF THE VALUATION OF THE MATERIALS AND LABOR PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY. WATER USE AND MAINTENANCE TABLE A FREE PERMIT MUST BE OBTAINED FROM THE CITY FORESTER BEFORE ANY STREET TREES ARE PLANTED IN PARKWAYS BETWEEN THE SIDEWALK AND CURB OR IN THE RIGHT OF WAY. STREET TREE LOCATIONS AND NUMBERS MAY CHANGE TO MEET ACTUAL UTILITY/TREE SEPARATION STANDARDS. LANDSCAPE CONTRACTOR MUST OBTAIN APPROVAL OF STREET TREE LOCATION AFTER UTILITY LOCATES. STREET TREES MUST BE INSPECTED AND APPROVED BEFORE PLANTING. FAILURE TO OBTAIN THIS PERMIT IS A VIOLATION OF THE CODE OF THE CITY OF FORT COLLINS. TREES COMMON NAME QTY CONIFER / EVERGREEN 18 COTTONWOODS 35 ORNAMENTAL TREE 84 SHADE TREE-DECIDUOUS 95 PLANT SCHEDULE GROUND COVERS COMMON NAME IRRIGATED BLUEGRASS TURF NATIVE MIX SHRUBS AND ORNAMENTAL GRASSES 355 CONSTRUCTION. 12. NO WORK MAY COMMENCE UNTIL ALL FILL FROM THE FLOODWAY IN THE LOMR-F AREA HAS BEEN REMOVED. 1. THIS SITE IS LOCATED WITHIN THE HARMONY CORRIDOR ZONE DISTRICT (H-C). 2. THIS SITE IS LOCATED OUTSIDE OF THE EFFECTIVE 1/2 FOOT RISE FLOODWAY. 3. THE PROPOSED LAND USES FOR THE HARMONY AND STRAUSS CABIN CONVENIENCE SHOPPING CENTER AREA INCLUDE NEIGHBORHOOD COMMERCIAL. OUTLOTS OUTSIDE OF THE NEIGHBORHOOD COMMERCIAL AREA (LOT 1) AND LOT 2 ARE RESERVED FOR A FUTURE DRAINAGE CHANNEL AND FUTURE DEVELOPMENT. 4. THIS PROJECT DEVELOPMENT PLAN IS ACCOMPANIED BY AN ECOLOGICAL CHARACTERIZATION STUDY (ECS). THIS ECS DOCUMENTS THE EXISTING SIGNIFICANT ECOLOGICAL VALUE OF THE SITE, AND PROPOSES MITIGATION FOR THE IMPACTS THE DEVELOPMENT WILL HAVE TO THE ECOLOGICAL VALUE ON THE SITE. THE ECS REPORT AND THE PROTECTION AND MITIGATION WILL BE CONSISTENT WITH THE CITY OF FORT COLLINS LUC SECTION 3.4.1. FLOODPLAIN NOTES PROJECT LOCATION INDEX TO PLANS 1 - COVER 2 - SITE PLAN OVERALL 3 - SITE PLAN DETAIL 4 - LANDSCAPE COVER 5 - LANDSCAPE OVERVIEW 6 - TREE MITIGATION PLAN 7 - PHOTOMETRIC PLAN 8 - LIGHTING DETAILS 9 - BUILDING ELEVATIONS 10 - BUILDING ELEVATIONS 11 - BUILDING ELEVATIONS 12 - BUILDING ELEVATIONS 13 - TRASH ENCLOSURE DETAILS LOTS 1, 2 & TRACT B, HARMONY & STRAUSS CABIN CONVENIENCE SHOPPING CENTER SUBDIVISION FILING NO. 1 343 Thru 1359 Right 25 Out In Total 1846 1459 3305 Left 78 Thru 54 Right 96 OutTotal In 138 228 366 Peak Hour Begins at 03:00 PM Unshifted Peak Hour Data North 272 Rght 33 Out In Total 1004 1526 2530 Left 21 Thru 23 Rght 14 OutTotal In 304 58 362 Peak Hour Begins at 08:00 AM Class 1 Peak Hour Data North 268 52 Out In Total 1625 1436 3061 Left 216 Thru 0 Right 0 OutTotal In 98 216 314 Peak Hour Begins at 03:15 PM Unshifted Peak Hour Data North 264 Out In Total 856 1751 2607 Left 27 Thru 0 Rght 0 OutTotal In 217 27 244 Peak Hour Begins at 07:45 AM Class 1 Peak Hour Data North 260 18’ 200’ 100’ 175’ 225’ 200’ Pitkin Access Northbound Approach - 25’ 25’ 25’ 25’ College RIRO Access Eastbound Approach 150’ 50’ 150’ 50’ 150’ As shown in the table representing the queuing results in 2016, all anticipated queues are accommodated or managed within existing turn bay lengths except for the eastbound left turn queue at the Pitkin Street and College Avenue intersection. The eastbound left turn lane currently has storage of 75 feet and the future traffic volume with completion of the University Square Parking Structure is anticipated to experience a queue of 150 feet. Therefore, it is recommended that the eastbound left turn lane be reconstructed/restriped to include 150 feet of storage for the near term horizon. By 2025, all anticipated queues are anticipated to be accommodated or managed within existing turn bay lengths except for the eastbound left turn and eastbound right turn queues at the Pitkin Street and College Avenue intersection. The eastbound left turn and right turn exclusive turn lanes currently have storage lengths of 75 feet. With future traffic volumes that include 251 Square Parking Structure 910 520 400 67 33 100 69 90 159 242 701 431 577 BARNS 555 554 HOSPITAL VETERINARY TEACHING 578 567 568 562 553 580 559 560 570 561 558 425 PUMP HOUSE 422 423 USDA 424 USFW HEADHOUSE HILTON (21) (20) (19) (23) (26) (25) (30) (29) (27) (28) (22) 311 312 CROP RESEARCH U.S.D.A. 380 308 306 304 303 302 305 309 310 313 SURPLUS 136 137 BOOK STORAGE 318 (34) (24) 301 (18) 317 307 206 221 223 229 231 201 202 203 207 211 212 213 210 205 208 217 216 215 256 257 258 259 260 261 262 263 252 253 254 255 264 250 Parking Garage (Bldg K) (Bldg J) (Bldg L) (Bldg H) (Bldg H) (Bldg P5) (Bldg P3) (Bldg P2) (Bldg C) (Bldg U) (Bldg A) (Bldg A) (Bldg B) 548 DIAGNOSTIC MEDICINE CENTER BSL-3 539 Bus Barn (Bldg K2) UNIVERSITY TENNIS COMPLEX AGGIE VILLAGE NORTH AGGIE VILLAGE SOUTH 314 (31) 315 (32) 316 (33) 391 569 TUBE STEEL STRUCTURE FOR SNOW MELT EQUIPMENT 183 179 187 185 Gail Holmes Equine Orthopaedic Research Center APHI Lab Orthopaedic Research Lab S. COLLEGE AVENUE CENTRE AVENUE SEE ENLARGEMENT WEST PROSPECT ROAD PITKIN STREET WEST LAKE STREET COLORADO STATE UNIVERSITY MAIN CAMPUS COLORADO STATE UNIVERSITY SOUTH CAMPUS CAMPUS CONTEXT MAP ENLARGED VICINITY MAP SOUTH COLLEGE AVENUE MASON BRT NORTH SOUTH COLLEGE PARKING STRUCTURE 04.16.2015 SPAR SUBMITTAL VICINITY MAP 214 Ave Vicinity Map Aerial Site Map Zoning Map 1 inch = 250 feet 1 inch = 17,493 feet 213 Blevins Ct Tamasag Dr Mathews St Smith St W Pitkin St University Ave Peterson St Mathews St S Whitcomb St W Lake St E Pitkin St E Laurel St E Stuart St E Elizabeth St C e n t r e A v e Center Ave S Loomis Ave S pring Park Dr Remington St S College Ave Remington St W Laurel St W Prospect Rd E Prospect Rd S Mason St S Howes St CSU Parking Garage - West Pitkin St. & Mason 1 inch = 800 feet 800 400 0 800 Feet Site 212 Out In Total 140 267 407 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 35 Thru 118 Right 0 Out In Total 339 153 492 Left 22 Thru 0 Right 86 Out In Total 49 108 157 Peak Hour Begins at 04:00 PM Unshifted Peak Hour Data North Morrison, CO 80465 125 259 65 324 Right 0 Thru 0 Left 0 Out In Total 0 0 0 Left 73 Thru 256 Right 0 Out In Total 64 329 393 Left 3 Thru 0 Right 22 Out In Total 96 25 121 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 121 76 Out In Total 168 352 520 Right 42 Thru 839 Left 207 Out In Total 1267 1088 2355 Left 69 Thru 79 Right 289 Out In Total 393 437 830 Left 47 Thru 902 Right 32 Out In Total 1030 981 2011 Peak Hour Begins at 03:15 PM Unshifted Peak Hour Data North Morrison, CO 80465 109 457 71 528 Right 117 Thru 529 Left 276 Out In Total 1102 922 2024 Left 51 Thru 208 Right 229 Out In Total 407 488 895 Left 132 Thru 857 Right 94 Out In Total 598 1083 1681 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 105 54 Thru 117 Left 167 Out In Total 151 338 489 Right 96 Thru 1232 Left 72 Out In Total 1056 1400 2456 Left 18 Thru 27 Right 44 Out In Total 208 89 297 Left 28 Thru 845 Right 19 Out In Total 1304 892 2196 Peak Hour Begins at 03:45 PM Unshifted Peak Hour Data North Morrison, CO 80465 85 Thru 15 Left 32 Out In Total 327 57 384 Right 169 Thru 519 Left 38 Out In Total 1047 726 1773 Left 38 Thru 96 Right 81 Out In Total 73 215 288 Left 62 Thru 934 Right 20 Out In Total 567 1016 1583 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 81 1083 1295 2378 Right 80 Thru 118 Left 169 Out In Total 303 367 670 Left 71 Thru 902 Right 107 Out In Total 1385 1080 2465 Left 101 Thru 107 Right 122 Out In Total 301 330 631 Peak Hour Begins at 03:30 PM Unshifted Peak Hour Data North Morrison, CO 80465 77 Shields St Right 58 Thru 727 Left 103 Out In Total 1048 888 1936 Right 31 Thru 31 Left 48 Out In Total 548 110 658 Left 41 Thru 913 Right 273 Out In Total 807 1227 2034 Left 104 Thru 172 Right 32 Out In Total 130 308 438 Peak Hour Begins at 07:30 AM Unshifted Peak Hour Data North Morrison, CO 80465 73 30(31) 29(18) 66(357) 4(28) 28(109) 15(41) 745(376) 18(19) 274(706) 36(37) 18(48) 9(24) 14(15) 7(19) 100(75) 129(85) 47 30(31) 23(14) 55(289) 3(22) 22(86) 15(41) 590(302) 18(19) 220(561) 36(37) 18(48) 9(24) 14(15) 7(19) 77(58) 99(65) 46 41 77(58) 99(65) 40 0’ 75’ 150’ 300’ APRIL 29, 2015 RESPONSE TO CITY STAFF COMMENTS 21 s m an Dr Waters Edge S Whitcomb St C h a p a r r al Dr N a tiv e P la n t W a y Ringneck Dr Botanical Ln Stagec o a ch Ct Mirrormere Cir Sundering Dr Northerland Dr Centre Ave Research Blvd Meadowlark Ave S Shields St W Drake Rd © CSU Parking Lot These map products and all underlying data are developed for use by the City of Fort Collins for its internal purposes only, and were not designed or intended for general use by members of the public. The City makes no representation or warranty as to its accuracy, timeliness, or completeness, and in particular, its accuracy in labeling or displaying dimensions, contours, property boundaries, or placement of location of any map features thereon. THE CITY OF FORT COLLINS MAKES NO WARRANTY OF MERCHANTABILITY OR WARRANTY FOR FITNESS OF USE FOR PARTICULAR PURPOSE, EXPRESSED OR IMPLIED, WITH RESPECT TO THESE MAP PRODUCTS OR THE UNDERLYING DATA. Any users of these map products, map applications, or data, accepts same AS IS, WITH ALL FAULTS, and assumes all responsibility of the use thereof, and further covenants and agrees to hold the City harmless from and against all damage, loss, or liability arising from any use of this map product, in consideration of the City's having made this information available. Independent verification of all data contained herein should be obtained by any users of these products, or underlying data. The City disclaims, and shall not be held liable for any and all damage, loss, or liability, whether direct, indirect, or consequential, which arises or may arise from these map products or the use thereof by any person or entity. 1 inch = 667 feet ^_ ^_ ^_ ¤£287 ¤£287 ¤£287 VU14 «¬1 ¦¨§25 ¦¨§25 ¦¨§25 Douglas Vine Mountain Vista Mulberry Trilby Lemay Shields Harmony Taft Hill Prospect Horsetooth Drake Timberline E CSU RL E CG MMN Colorado State University Bay Rd Avocet R d R edwing Rd Centre Ave Research Blvd W Drake Rd Vicinity Map Aerial Site Map Zoning Map 1 inch = 833 feet 1 inch = 17,493 feet 20 a n Dr Har v ar d S t Powder ho r n Dr R i n g neck D r Wallenberg Dr G i l g al a d W a y Fli c k e r D r Hobbit St D av i d s o n Dr Bay Dr Worth i n gton C i r S Whitcomb St W Harvard St Vassar Ave Perennial Ln Johnson Dr Parker St W Thunderbird Dr Remington St Choice Center Dr R utgers Ave Princeto n R d Bluejay St Nighthawk Dr Arthur Dr Botanical Ln Wind Trl Frontage Rd Frontage Rd Centre Ave Meadowlark Ave Research Blvd E Stuart St Remington St S Shields St S College Ave W Drake Rd CSU Parking Lot Vicinity Map - 1 inch = 800 feet 800 400 0 800 Feet Site 19