The URL can be used to link to this page

CC Staff ReportCity Council Item July 24, 2023 Item Consider a Request for a Preliminary Plat, Site Plan, and Easement Vacation for 53 Rowhomes located at the Southwest Corner of Powers and Lyman Boulevards File No.23-10 Item No: H.2 Agenda Section GENERAL BUSINESS Prepared By Eric Maass, Planning Director Reviewed By Laurie Hokkanen SUGGESTED ACTION The Chanhassen City Council approves the Preliminary Plat, Site Plan, and Easement Vacation for 53 rowhomes located at the southwest corner of Powers and Lyman Boulevards." Motion Type Simple Majority Vote of members present Strategic Priority N/A SUMMARY The Avienda Planned Unit Development (PUD) was most recently updated in September of 2022. The master-planned development has received previous approvals for detached townhomes. The proposed rowhomes would be the second residential product to be constructed within the Avienda development. BACKGROUND The Planning Commission considered this application at their meeting on July 18th and recommended unanimous (5-0) approval as presented. The minutes from that meeting were not yet available however, provided below is a summary of their discussion. Topics of discussion included the following: 305 When considering the private roadways there was concern regarding the ability to turn into driveways, however, it was noted that the private roads have been designed to city specifications for a two-way private road. The Planning Commission questioned how snow would be removed from the sidewalks to assure public safety. Staff noted that snow would be removed by the HOA on the private sidewalks and that the public sidewalk would be required to be removed by adjacent property owners, as is typical in the city. Staff was provided updated building elevations on the day of the Planning Commission meeting as a result of the planning staff report, which noted a requirement for four-sided architecture in conformance with the PUD. Staff requested general feedback from the Planning Commission regarding the architecture and noted that they appreciated the additional brick proposed along the sides and rear of the rowhomes and would rely on Staff to ensure architecture adhered to the PUD. The Planning Commission was provided a general update on the overall progress of the Avienda development. The Applicant indicated that they would be providing updated renderings following the Planning Commission meeting; however, they were not yet available with the publishing of the city council agenda. Staff will make those available to the City Council once they are received. DISCUSSION The applicant is requesting approval of a preliminary plat, site plan, and vacation of existing easements in support of construction of 53 rowhomes which would be in 4-unit and 3-unit buildings. BUDGET RECOMMENDATION The Planning Commission and Staff recommend approval of the preliminary plat, site plan, and easement vacation, subject to the Findings of Fact and Recommendation. ATTACHMENTS Staff Report - Planning - Avienda Rowhomes Preliminary Plat and Site Plan Staff Report - Engineering and Water Resources - Avienda Rowhomes Preliminary Plat and Site Plan Staff Report - Carver County Public Works Land Use Application Avienda Rowhomes Application Narrative Avienda Rowhomes Civic and Landscape Plans Rowhome Building Elevations.pdf Traffic Impact Analysis Affidavit of Mailing for Public Hearing Findings of Fact 306 Page 1 of 6 Application: Avienda Rowhomes, Preliminary Plat, Site Plan, and Easement Vacation (2023-10) Planning Commission Review Date: July 18, 2023 City Council Review Date: July 24, 2023 Staff Report Date: July 12, 2023 SUMMARY OF REQUEST: The applicant is requesting preliminary plat, site plan, and vacation of an existing easement in support of a proposed 53-unit rowhome development project within the Avienda Planned Unit Development (PUD). LOCATION: South of Lyman Boulevard and West of Powers Boulevard OWNER: Level 7 Development, LLC, 4600 Kings Point Road Minnetrista, MN 55331 CURRENT ZONING: “PUDRC” – Planned Unit Development Regional Commercial 2040 LAND USE PLAN: RC Commercial and Office ACREAGE: 6.77 acres DENSITY: 7.83 units/acre PROPOSED MOTION: The Chanhassen Planning Commission recommends approval of the Preliminary Plat, Site Plan, and Easement Vacation for the construction of 53 rowhomes subject to the conditions of approval and the attached Findings of Facts and Decision.” 307 Page 2 of 6 LEVEL OF CITY DISCRETION IN DECISION-MAKING: The city’s discretion in approving or denying a Preliminary Plat is limited to whether or not the proposed plat meets the standards outlined in the Subdivision Regulations and Zoning Ordinance. If it meets these standards, the city must approve the preliminary plat. This is a quasi-judicial decision. The city’s discretion in approving or denying a Site Plan is limited to whether or not the proposed project complies with Zoning Ordinance requirements. If it meets these standards, the city must then approve the site plan. This is a quasi-judicial decision. Notice of this public hearing has been mailed to all property owners within 500 feet. APPLICABLE REGULATIONS Chapter 18 Subdivisions Avienda Planned Unit Development (PUD) Ordinance 696 Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article VIII Division 1 Section 509 BACKGROUND The Avienda Development PUD was originally approved in 2020. The PUD was amended 2021 and given final plat for 6 out lots and right of way for Bluff Creek Boulevard, Avienda Parkway and Sunset Trail. The PUD was amended again in 2022. The first phase of the project to be developed under the 2022 revision of the PUD was the townhomes along the western border of the development. The rowhome development (orange) is the next component proposed to be built. 308 Page 3 of 6 ZONING OVERVIEW Zoning Designation The property is zoned Planned Unit Development Regional Commercial Avienda (PUDRC). The current PUD ordinance was adopted on September 12, 2022. The proposed rowhomes are listed as planned for development within District 2 “The Village” in the approved PUD. Information pertaining to the PUD standards can be found here: Avienda Development PUD. Environmental Protection Districts Bluff Creek Corridor - This is not encumbered by the Bluff Creek Overlay District. Bluff Protection - The proposed project is located outside of the required bluff setback. Floodplain Overlay - The proposed project is located outside of the floodplain. Shoreland Management - The property is outside of the Shoreland Protection District. Wetland Protection - There are no wetlands on the site. SUBDIVISION REVIEW The Applicant is requesting that the existing Outlot D be subdivided into 53 rowhome lots as well as Outlot A and Outlot B. Outlot A would be 6.77 acres in size and would consist of all the common areas and private roads providing access to the rowhomes. Outlot B is reserved for future development and is shown as 36.60 acres in size. And lastly, the 53 lots that would contain the proposed rowhomes. Upon review of the proposed subdivision, staff is supportive based on the proposal adhering to the city’s subdivision ordinance as outlined in the attached findings of fact. Easements With the proposed development an existing public drainage and utility easements that was provided to the city with a previous final plat must be vacated concurrently with the recording of the final plat and newly platted drainage and utility easements in accordance with Sec. 18-76 of City Ordinance. SITE PLAN REVIEW The developer is requesting site plan approval for the proposed 53 unit rowhome development. The Avienda PUD ordinance outlines specific performance standards related to building height and setbacks for development that occur within the geographic boundary of the PUD. A summary of the applicable setbacks and design standards is provided below: 309 Page 4 of 6 Design Standards/Metrics Standards Required (ft) Proposed (ft) Setback from PUD Boundary 30 ft Min 350+ ft Front Yard Setback 5 ft Min 5 ft Rear Yard Setback 5 ft Min 5 ft Side Yard Setback 0 ft Min 0-5 ft Parking Setback (Front/Side/Rear Yards) 10 ft 10 ft Building Height Maximum Building Height 35 ft 34’ 6 ¾” Lot Coverage Maximum Lot Coverage 70% 63.4% Parking The site plan shows twenty guest parking spots spread across three areas, two of which are on the north side of the proposed development and the other on the sound end. The rowhomes are each designed with an attached two-car garage as well as a driveway with adequate depth to allow for an additional two spots of off-street parking. City code requires that each rowhome have two parking spots of which at least one is enclosed within a garage. Additionally, city code requires that one visitor parking stall be supplied for every four dwellings. As a result, the 53 rowhomes require 13 guest parking stalls, and the developer is proposing 20. Required Architectural Standards The PUD states that unless otherwise provided in the PUD ordinance design standards within district 2 of the development shall follow city code chapter 20, Article VIII Division 1 (20-509) standards and guidelines for regional/lifestyle center commercial planned unit developments. Sec 20-509(i) states as follows: Architectural standards. The applicant should demonstrate that the PUD will provide for a high level of architectural design and building materials. While this requirement is not intended to minimize design flexibility, a set of architectural standards should be prepared for City approval. The primary purpose of this section is to assure the city that high-quality design will be employed and that home construction can take place without variances or impact to adjoining lots. The Avienda Design Guidelines dated August 2022. Proposed Architectural Features Material and Color The primary building material is textured beige-colored concrete panels, which is located on all sides of the building. Additionally, dark brown panels of textured concrete and dark brown brick are proposed to comprise a majority of the structure. Two panels of faux green walls as well as 310 Page 5 of 6 a bronze metal canopy are proposed by both building entrances for additional architectural interest. The roofline is proposed to have varying parapets to break up the roofline. Architectural Interest The front of the buildings has a large amount of architectural interest and variation in materiality. The sides and rear of the buildings are currently shown as a singular material without additional detailing. Staff did note the roof overhang over the garage doors to provide some interest on the rear of the building to break up the face of the wall however the lack in changes in materiality in the submission does not provide equal treatment to all sides and provide for a higher level of architecture as is expected through a planned unit development. Staff recommends that additional architectural detailing be added to the sides and rear of the proposed 3-plex and 4-plex rowhome units. This could be achieved by continuing the brick material shown on the front of the units along the first floor of the units and then up the face of the building in strategic locations that provide architectural interest. Roof Design The renderings submitted show a mixture of flat and gabled rooflines. The architectural drawings show flat roof lines but a peaked roof running along the entirety of the building. The applicant should clarify how the roof design will actually look if constructed and submit updated drawings to the city. Updated architectural drawings/renderings are necessary to clarify what the actual rooflines are proposed to be with this rowhome development. Rooflines shall contribute to architectural interest of the project and should avoid long, flat, unadorned roof lines. Site Furnishing The developer is providing a patio area for each of the rowhomes that will provide an opportunity for outdoor, ground-level seating and amenities. Lighting Submitted plans show that the Applicant is proposing lighting along the north and westernmost private roadways but no street lighting within the internal private road that provides access to a majority of the rowhomes. Plans show that the developer is proposing Xcel Energy lighting option number four which is their “contemporary” light which is a die-cast aluminum housing and spun aluminum hood for long-life performance. Lights would be mounted on an 18-foot pole. The proposed fixture cuts off lighting at no less than 90 degrees as is required. Signage Plans show monument and wayfinding signage. Signage will be permitted separately and in accordance with the PUD standards which outline signage requirements within the Avienda PUD. 311 Page 6 of 6 Required Planning Department Comments/Corrections to Plan Set: 1. Staff recommends that additional architectural detailing be added to the sides and rear of the proposed 3-plex and 4-plex rowhome units. This could be achieved by continuing the brick material shown on the front of the units along the first floor of the units and then up the face of the building in strategic locations that provide architectural interest. 2. Updated architectural drawings/renderings are necessary to clarify what the actual rooflines are proposed to be with this rowhome development. Rooflines shall contribute to architectural interest of the project and should avoid long, flat, unadorned roof lines. Fire Department Notes: 1. All rowhomes will require fire sprinkler systems – 13D or 13R depending on construction type. 2. Road widths under 26 feet require no parking signs on both sides of street. 3. Road widths under 32 feet (26 – 32) require no parking signs on one side of street. 4. Hydrant locations look to be ok so far, may need to look at adding additional depending on if design stays the same or not. Building Department Notes: 1. The buildings are required to have automatic fire extinguishing systems. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits will be issued. 3. A building permit must be obtained before beginning any construction. 4. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 5. Building plans must provide sufficient information to verify that proposed building meets all requirements of the Minnesota State Building Code, additional comments or requirements may be required after plan review 6. Retaining walls (if present) more than four feet high, measured from the bottom of the footing to the top of the wall, must be designed by a professional engineer and a building permit must be obtained prior to construction. Retaining walls (if present) under four feet in height require a zoning permit. 7. The developer must submit a list of proposed street names for review and approval prior to final plat of the property. 312 Memorandum To: Eric Maass, Planning Director From: Erik Henricksen, Project Engineer Joe Seidl, Water Resources Engineer CC: Charles Howley, Public Works Director/City Engineer George Bender, Assistant City Engineer Manuel Jordan, Environmental Resource Specialist Charlie Burke, Public Works Operations Manager Date: 7/6/2023 Re: Avienda Rowhomes Preliminary Plat, Site Plan, and Vacation Review – Planning Case No. 2023-10 EASEMENTS The developer is proposing to subdivide Outlot B of the Avienda plat into 53 lots and two outlots Outlots A and B). The lots are configured to accommodate the build-out of 53 rowhomes Avienda Rowhomes) with all public and private utilities and other site improvements located within Outlot A. Outlot B will contain the temporary stormwater BMPs as required by the Riley Purgatory Bluff Creek Watershed District and the city and will be further subdivided in the future as the development continues to build-out in accordance with the Avienda Planned Unit Development (PUD). Both outlots are proposed to be encumbered by public drainage and utility easements (DUE). It appears that Outlot A and the associated DUEs are configured to meet City Ordinance, e.g. there is a 10-foot wide easement corridor abutting all public right-of-way (Sec. 18-76(b)), there is a 40-foot wide easement over the private streets (Sec. 18-57(p)(8)), all public utilities are encumbered by adequate DUE (Sec. 18-77), etc. There are multiple private improvements within Outlot A which subsequently encroach into the public DUE. In accordance with Sec. 20-923 (Improvements and Encroachments in Public Easements) most of these improvements do not require an Encroachment Agreement, however the seat walls and monument sign abutting Avienda Parkway right-of-way will as they are located within the required 10-foot wide DUE corridor. These private improvements have the 313 potential to be impacted during street and/or utility maintenance in the future and therefore will require the developer to enter into an Encroachment Agreement prior to building permits being issued. Similar to the previously approved Avienda development phases the City will own and maintain stormwater infrastructure located within the right-of-way. All stormwater infrastructure located outside of the right-of-way shall be private. Lastly, any previously recorded easements within the proposed subdivision must be vacated prior to or concurrently with the final plat. EXISTING CONDITIONS The proposed Avienda Rowhomes subdivision is within the Avienda PUD. Avienda received final plat approval on July 12, 2021. Avienda’s final plat was for multiple outlots and public right-of-ways. Avienda Rowhomes is a replat of Outlot D from the initial Avienda final plat. The majority of the Avienda site has been mass graded in accordance with the grading permit issued June 4, 2021, as well as a majority of the utility construction of public utilities being completed, which began in early November 2021, in order to serve the Avienda Rowhomes development as well as future subdivisions. The City is currently awaiting completed street plans at the intersection of Lyman Blvd & Sunset Trail in association with Avienda’s final plat as the developer is working with Carver County in meeting the requirements outlined in their May 9, 2018, May 21, 2020, December 23, 2021, and September 9, 2022 development/access review memos. These street plans must be completed and approved by the city and County prior to recording the Avienda Rowhomes final plat. Additionally, the developer must obtain the appropriate County access permits off Lyman Boulevard and Powers Boulevard prior to building permits being issued. GRADING & DRAINAGE A grading permit for the mass grading associated with the Avienda final plat was issued on June 4, 2021. The majority of the site is currently being graded to achieve the general elevations for public street and utility build-out along with ultimate build-out of the individual parcels. The grading plans associated with the Avienda grading permit are similar to the preliminary grading plans for the proposed subdivision. The preliminary grading plans for the proposed subdivision generally meet City Ordinances; driveway grades are greater than 0.5% and less than 10%; public streets are less than 7% and private streets are less than 10%; lots are graded to drain away from buildings; etc. However, no profiles (street or utility) were provided with the preliminary plan set in order to assess other key elements of the grading plan and will be required prior to approval of the final plat. Additionally, elements such as emergency overflow elevations and routes and lot benching details which are reviewed to ensure adequate drainage must be provided prior to final plat approval. Lastly, it appears some areas are proposed to be graded over 3:1 slopes. The applicant shall indicate all areas being proposed as steep slopes, or over 3:1, for review and approval prior to approval of final plat. 314 The existing Avienda Rowhomes area is the third phase of the overall Avienda development and is located primarily within the Lake Susan subwatershed within the development. The rowhomes area is currently undeveloped with drainage sheet flowing from northeast to southwest towards filtration basin 47P constructed with a previous phase. In the proposed condition drainage from the majority of the rowhome area is collected in storm sewer and routed to a proposed underground chamber prior to outletting to a proposed swale draining to a stormwater basin constructed with the previous phase. Storm sewer along the northern perimeter of the rowhome area will be realigned and reconstructed outside of the proposed building area to continue to direct drainage from the public roadways to Basin 28P. No drainage from the rowhome area is picked up in the realigned storm sewer on the northern boundary. All onsite storm sewer and BMPs within the Avienda Rowhome area will be privately owned and maintained. The proposed plans show several areas where the proposed private storm sewer is at depths and proximity to the proposed buildings which would create practical difficulties if the system would need to be maintained or replaced. For example, in one area a 6 inch HDPE pipe is located at a depth of approximately 10 feet and is located approximately 6 feet from the proposed building. Best case scenarios for clay soils would be a 1V:1H (Vertical: Horizontal) open trench excavation to access the pipe. Other methods to access or replace the pipe at these depths and proximity exist (e.g. trench boxes, directionally drilling, etc.) but are unnecessarily burdensome and expensive. Excavation close to building foundations adds additional risk to future property owners. As such it is recommended that the design is reconfigured to allow more practical maintenance by increasing the distance between the proposed buildings and adjacent stormwater infrastructure to allow for open trench excavation. There are portions of the public stormwater sewer system that would be difficult to maintain and reconstruct with the configuration in the proposed plans because of their proximity to private property. Additionally, some modification to the proposed design is needed to clarify the delineation between public and private stormwater infrastructure. As such, the applicant shall work with city staff to address plan comments and optimize the stormwater infrastructure design of the site. EROSION CONTROL The proposed development will impact one (1) acre of disturbance and will, therefore, be subject to the General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit). The applicant has prepared and submitted a Surface Water Pollution Prevention Plan (SWPPP) to the City for review. The SWPPP is a required submittal element 315 for final site plan review along with the Erosion and Sediment Control Plan (ESCP) in accordance with Section 19-145 of City Ordinance. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements of the permit. The SWPPP will need to be updated as the plans are finalized, when the contractor and their sub- contractors are identified and as other conditions change. All erosion control shall be installed and inspected prior to initiation of site grading activities. STREETS The developer is proposing access to the development via the extension of two private streets had from Avienda Parkway to the north and Bluff Creek Boulevard to the south, as well as sidewalks and shared parking areas, as seen below: 316 Preliminary site plan illustrating the proposed street and sidewalk layout for Avienda Rowhomes The preliminary street plans appear feasible and can be constructed in accordance with City Ordinance. Upon submittal of final plat, the developer will be required to provide detailed street plans which shall include stationing, curb tables and alignments, centerline grades, and intersection details. It should be noted that the developer has labeled one of the private streets as an “alley”. In accordance with Sec. 18-58 alleys are prohibited except for fire lanes in 317 commercial and industrial developments or if approved as part of a PUD. The Avienda PUD was not approved with alleys as an accepted standard. That stated, the preliminary design provided generally meets all the requirements for a private street in accordance with Sec. 18- 59(p), and can be approved. All newly constructed streets and sidewalks will be privately owned and maintained. The developer must provide for review and approval maintenance agreements for these improvements, as well as cross access/parking agreements for the shared parking, prior to or concurrently with the recording of the final plat. The acceptance of the Avienda final plat on July 12, 2021, required that during the re-platting of outlots within the development that pedestrian improvements along public streets must address pedestrian safety between residential areas and the core business area. With the ultimate build- out of Avienda incorporating commercial and recreational amenities it is anticipated that residents from the surrounding neighborhoods will walk throughout the development. In accordance with the city’s Crosswalk Policy, the newly created intersection of Avienda Lane and Avienda Parkway warrants enhanced crosswalk treatments. The developer will be required to incorporate these improvements in accordance with the Crosswalk Policy on the final plans upon final plat submittal for review and approval. Lastly, any intersection of two private streets is strongly encouraged to provide ADA curb ramps, which would include the intersection of “Alley” and “Avienda Lane” on the north and south ends. These crossings are also encouraged to provide adequate striping to define the crosswalk. SANITARY SEWER AND WATERMAIN The applicant is proposing the construction of 8” PVC mains for the sanitary sewer and water needs of the subdivision. While the preliminary plans do not provide the size of the water main being proposed, the Avienda utility plans do indicate that the extension of 8” PVC C900 is planned for. Plans that illustrate the profile of the utilities along with their size and material are required for review and approval prior to final plat approval. The final construction plans must be approved prior to recording of the final plat. All sanitary sewer and water mains will be publicly owned and maintained after acceptance of the public improvements by the City Council. STORM WATER MANAGEMENT Article VII, Chapter 19 of City Code describes the required storm water management development standards. Section 19-141 states that “these development standards shall be reflected in plans prepared by developers and/or project proposers in the design and layout of site plans, subdivisions and water management features.” These standards include abstraction of runoff and water quality treatment resulting in the removal of 90% total suspended solids (TSS) and 60% total phosphorous (TP). The proposed project is located within the Riley Purgatory 318 Bluff Creek (RPBCWD) and is therefore subject to the watershed’s rules and regulations. A Stormwater Management Report dated May 5, 2023 was submitted by the applicant to the City. The overall Avienda development received approval from RPBCWD on July 12, 2022 under Permit 2018-016. The Avienda Rowhome area is proposing modifications to the overall stormwater management system from what was previously approved by RPBCWD, as such approval of the updated stormwater management system design from RPBCWD will be required. The applicant shall provide coordination documentation with the RPBCWD for the project changes with the final plat submittal. The site is within RPBCWD and is required to meet all applicable watershed rules which includes volume abstraction of 1.1 inches of runoff from all new or fully reconstructed impervious areas. Soil borings were submitted with the overall development review dated April 12, 2017 as well as the results from double ring infiltrometer testing dated August 16, 2017. Based on the soil borings showing clay soils present throughout the site and the double ring infiltrometer testing that show minimal exfiltration, the site was deemed a restricted site and volume abstraction requirements were dropped to 0.55 inches of volume abstraction from all new and fully reconstructed impervious areas. For the Avienda Rowhome area specifically, there is 173,190 square feet of regulated impervious area requiring 7,938 cubic feet of abstraction to meet the restricted site volume abstraction requirement. Stormwater capture and reuse is proposed to provide volume abstraction for the Rowhome area, however only 4,440 cubic feet of abstraction is currently proposed which does not meeting the RPBCWD previously approved standard. The applicant has noted that the site is limited by the available irrigation area present within the Rowhome area. Because the site is not meeting the previously approved RPBCWD volume abstraction requirement, modifications to the design will likely be required in order to provide the previously approved volume, or the applicant will need to get City and RPBCWD approval of the reduced volume abstraction volume. It is unclear if the deficiency in the abstracted volume is proposed to be met with future phases of the Avienda development within the Lake Susan subwatershed or if a net reduction in the overall development volume is proposed. Additional information on the water reuse system is needed to verify the design. The SWMP notes a cistern will be used to hold water for the water reuse system, however a cistern is not called out on the plans. Based on the modeling it appears the proposed underground chamber is intended to be the cistern mentioned in the SWMP but additional details on how the underground chamber will hold water for reuse when the outlet is set at the bottom of the chamber is needed. MIDS modeling was provided and reviewed to confirm the site is providing the required 90% TSS and 60% TP removal requirements. The site is currently shown to meet the required water quality requirements through use of the water reuse system and downstream stormwater ponds however confirmation on the cistern for the water reuse system are needed in order to confirm the system is properly modeled in MIDS. 319 The Stormwater Management Report and supporting Hydrologic and Hydraulic HydroCAD models were reviewed. The HydroCAD modeling shows the site is meeting rate control to each of the discharge points for the 2-, 10-, and 100-year storm events. The applicant shall provide final versions of all modeling (HydroCAD and MIDS) and SWMP report to address remaining comments and confirm rate, volume and water quality requirements are met as part of the final site plan approval. As outlined in the City’s Surface Water Management Plan adopted in December 2018, the City requires at least 3 feet of freeboard between a building elevation and adjacent ponding features. Based on the HydroCAD modeling results all proposed buildings are meeting freeboard requirements with respect to the proposed BMPs. The proposed BMPs are to be privately owned and therefore will require an Operations and Maintenance (O&M) Agreement and associated plan. The plan will need to identify the maintenance schedule, responsible party, and should include information on how the system will be cleaned out including the underground infiltration chambers proposed in the construction plans. An O&M agreement for the entire Avienda Development was previously developed and approved, however any changes in the private BMP system will need to be incorporated into the agreement. The proposed BMPs are located outside of drainage and utility easement. Storm Water Utility Connection Charges Section 4-30 of city code sets out the fees associated with surface water management. A water quality and water quantity fee are collected with a subdivision. These fees are based on land use type and are intended to reflect the fact that the more intense the development type, the greater the degradation of surface water. The SWMP fee on this project will be calculated based on the current fee schedule rates for the parcel areas. However, this SWMP fee could be adjusted down by 50% based on Code Sect. 18- 63 (stormwater design to NURP standards) which will be confirmed with the final plat submittal design calculations. Outlot areas will not be subject to stormwater fees. ASSESSMENTS Water and sewer partial hookups are either due at the time of final plat, or can be postponed until building permit applications are received in which the entire hookup fee is due. The partial hookup fees will be assessed at the rate in effect at that time. The remaining partial hookups fees are due with the building permit. FEES 320 An updated engineer’s estimate must be provided with the final plat submittal in order to calculate Administration Fees. Based on the proposal the following fees would be collected with the development contract if recorded in 2023: a) Administration Fee: if the improvement costs are between $500,000 and $1,000,000, 2% of the improvement costs. If the improvement costs exceed $1,000,000, 2.5% of the first 1,000,000 plus 1.5% of the remainder. b) Surface water management fee: $16,500/acre c) A portion of the water hook-up charge: $2,652/unit, or, the full amount with the building permit: $8,841/unit d) A portion of the sanitary sewer hook-up charge: $715/unit or, the full amount with the building permit: $2,383/unit e) Park dedication fee: $5,800/dwelling f) GIS fees: $100 for the plat plus $30 per parcel g) Street light operating fee for one year: $500 per light RECOMMENDATION ENGINEERING: 1. The developer shall enter into Encroachment Agreements for private improvements (e.g., seat walls and monument signage) located within the 10-foot wide public drainage and utility corridor abutting Avienda Parkway right-of-way prior to issuance of building permits. 2. Any previously recorded easements located within proposed public right-of-way or proposed public drainage and utility easements must be vacated prior to or concurrently with the final plat. 3. Final street plans for the intersection of Lyman Boulevard and Sunset Trail must be completed and approved by the city and County prior to recording the final plat. 4. The developer must obtain the appropriate County access permits off Lyman Boulevard and Powers Boulevard prior to building permits being issued. 5. The applicant and their Engineer shall work with City staff in amending the construction plans, dated May 24, 2023 prepared by Steve Sabraski, PE and Josh Popehn, PE with Landform, to fully satisfy construction plan comments and concerns. Final construction plans will be subject to review and approval by staff prior to recording of the final plat. 6. All newly constructed streets and sidewalks will be privately owned and maintained. The developer shall provide for review and approval maintenance agreements for these improvements, as well as cross access/parking agreements for the shared parking, prior to or concurrently with the recording of the final plat. 321 7. Construction design elements associated with the street plans such as stationing, curb tables and alignments, centerline grades, and intersection details will be required prior to final plat approval. 8. The developer shall incorporate warranted crosswalk enhancements at the intersection of Avienda Parkway and “Avienda Lane” per the city’s Crosswalk Policy with the final plans upon final plat submittal for review and approval. 9. All sanitary sewer and water mains will be publicly owned and maintained after acceptance of the public improvements by the City Council. 10. The applicant will be required to enter into a Development Contract with the City and all applicable securities and fees provided prior to recording of the final plat. 11. It is the applicant’s responsibility to ensure that permits are received from all other agencies with jurisdiction over the project (i.e. Army Corps of Engineers, DNR, MnDOT, Carver County, RPBC Watershed District, Board of Water and Soil Resources, PCA, etc.). WATER RESOURCES: 1. If the site design is not modified in order to provide the previously approved abstracted volume, approval of the reduction in abstracted volume from RPBCWD shall be obtained prior to submitting final construction plans. 2. The applicant shall provide a copy of conditional approval from the RPBCWD as part of the final plat submittal. 3. The applicant shall update the models (HydroCAD and MIDS) per City and any watershed district comments and submit updated computations and models in their native forms with the final plat submittal and final construction plans. 4. The applicant shall work with staff to revise the design of the storm sewer pipes and structures which are adjacent to the proposed rowhomes prior to the final plat submittal. See construction plan comments for specifics. 5. The applicant shall provide additional details on the proposed water reuse and irrigation system including details on the design of the cistern and how it will hold water to be used for irrigation with the final plat submittal. 6. The applicant shall update the approved Operations and Maintenance Agreement with any changes in the proposed privately owned stormwater facilities which shall be recorded concurrently with the final plat. 322 Carver County Public Works 11360 Highway 212, Suite 1 Cologne, MN 55322 Office (952) 466-5200 | Fax (952) 466-5223 | www.co.carver.mn.us CARVER COUNTY July 6th, 2023 City of Chanhassen c/o Eric Maass Community Development Director 952-227-1139 emaass@chanhassenmn.gov Re: Development/Access Review Comments: Avienda – Rowhomes Received 6-27-2023 Thank you for the opportunity to review the plans for the Avienda Rowhomes in the City of Chanhassen. Consistent with the County Comprehensive Plan and County Codes, the following are comments and recommended conditions of approval and as potential requirements for any necessary permits to be issued for the project: 1. Regarding Access & Traffic a. As of the date of this memo there has been no determination on intersection improvements at the intersection of County State Aid Highway (CSAH) 18 (Lyman Blvd.) and Sunset Trail. Depending on the decided improvement the site plan of the rowhomes may need to be reevaluated to accommodate improvements to the referenced intersection (i.e. a traffic signal or roundabout is determined to be needed at the intersection). b. Public Works is in receipt of the requested TIA for the Avienda Development and is currently in coordination with the developer’s traffic engineer for the finalization of the report and determination of intersection improvements. c. At the time of the issuance of this memo access permits have not been issued for the subject development’s connections to the county highways. Approval of the permits is dependent on the approval of the traffic studies and intersection improvement(s) being determined. 2. Prior to any work affecting or on County highways or in County right of way, the applicant shall coordinate plans with the County Engineer and obtain a Utility or Excavating/Filling/Grading Permit(s) from Carver County Public Works: http://www.co.carver.mn.us/how-do-i/apply-for/a- permit). Final details of locations, grades, and profiles affecting County roads as well as any utility connections will need to be reviewed and approved prior to any permits. 3. Any damages, modifications, or changes incurred on County highways from current or approved conditions will need to be remedied or updated at applicant expense, including costs incurred by the County. 323 These are the County’s comments at this time. If you have any questions or need further assistance, please do not hesitate to contact those noted below: Jack Johansen Transportation Planner Carver County Public Works 952.466.5283 jjohansen@co.carver.mn.us Whitney Schroeder Traffic Engineer Carver County Public Works 952-466-5208 wschroeder@co.carver.mn.us Darin Mielke PE Assistant Public Works Director Carver County Public Works 952.466.5222 dmielke@co.carver.mn.us 324 325 326 Site Plan, Vacation, Preliminary Plat and Final Plat for Avienda Prepared for: Level 7 Development, LLC May 5, 2023 SUBMITTED TO City of Chanhassen Community Development Department 7700 Market Boulevard Chanhassen, MN 55317 PREPARED BY Landform Professional Services, LLC 105 5th Ave S, Suite 513 Minneapolis, MN 55401 Landform®, SensiblyGreen® and Site to Finish® are registered service marks of Landform Professional Services, LLC 327 TABLE OF CONTENTS Introduction .................................................................................................................................................. 1 Site Plan ........................................................................................................................................................ 1 Vacation ........................................................................................................................................................ 1 Preliminary and Final Plat ............................................................................................................................. 2 Summary ....................................................................................................................................................... 2 Contact Information ...................................................................................................................................... 2 328 Avienda, Chanhassen, MN May 5, 2023 SCD14001.LEV.004 1 Introduction On behalf of Level 7 Development, LLC, Landform is pleased to submit this application for site plan, vacation, preliminary plat and final plat approval for Avienda. The final plat is consistent with the preliminary plat approvals for the site and will allow for the development of 53 rowhome units and a private drive. We are excited about the improvements proposed for this site. Site Plan The site plan shows compliance with the PUD approved July 10, 2017 and PUD amendment approved September 12, 2022. This proposal represents the first development within District 2 “Village Retail”, where a broad variety of residential and retail developments are planned, including the 53 rowhome units proposed at this time. Future phases in “The Village” district will develop 417 apartment units and more than 25,000 square feet of entertainment uses, restaurants and common/public spaces. Access to the rowhomes will be provided via a private drive connecting with Avienda Parkway to the north and Bluff Creek Boulevard to the south; an alley provides access to the rowhome driveways and garages which face internal to the site. The placement of rowhomes will face outwards and buildings will front either Avienda Parkway to the west or the new private drive to the east. Pedestrian connections are provided throughout Outlot A and walkways will connect the front of each rowhome unit to the sidewalks. Sidewalk connections will be made to adjacent amenities future phases developing to the east. The Landscape Plans shows trees are provided in the front yards of units where adequate space is available. We are providing 112 trees where 53 overstory trees are required for this phase. Trees are also placed along both sides of the private drive along the east property line. These trees will provide a buffer to the rowhomes from the future development to the east. Trees line the interior alley way to create a canopy and increase shading within the development. Shrubs have been placed around the front patios of each unit and along the retaining walls that run along the front edge of rowhomes adjacent to the private drive and Avienda Parkway. The shrubs and retaining walls create a landscaped street edge that defines the boundary between rowhome units and the rest of the Avienda development. The remaining landscaped area will be sodded turf grass. Twenty guest parking stalls are provided in Outlot A and are situated at the north and south ends of the rowhome development. Two driveway and two garage spaces are provided for each unit for a total of 236 resident parking spaces. The Avienda Development Design Guidelines show a project identification sign between Blocks 8 and 9 at the southeast corner of Outlot A as shown on the site plan and monument sign at the private drive entrance from Bluff Creek Boulevard. Landscape plantings accent and enhance the area around the sign. The sign will be permitted separately and an encroachment agreement will be provided between the sign owner and the rowhome association. Charles Cudd Co. have designed the rowhomes and will construct the development; architectural renderings have been provided by the builder for your review. Vacation A drainage and utility easement over the existing Avienda Outlot D shall be vacated. A new drainage and utility easement will be provided over all of Avienda Rowhomes Outlots A and B. 329 Avienda, Chanhassen, MN May 5, 2023 SCD14001.LEV.004 2 Preliminary and Final Plat We are requesting City approval of the preliminary plat and final plat to subdivide the existing Outlot D into two outlots and 53 rowhome lots. Outlot A is 6.77 acres in size and will contain 53 townhome lots and private drive. Outlot B is planned for future development and is 36.60 acres in size. Approval of this final plat will allow us to begin construction of the townhome units and associated infrastructure. Summary We respectfully request approval of the site plan, vacation, preliminary plat and final plat to establish 53 rowhome lots and 2 outlots. Contact Information This document was prepared by: Nicholas Ouellette Landform 105 South Fifth Avenue, Suite 513 Minneapolis, MN 55401 Any additional questions regarding this application can be directed to Kendra Lindahl at klindahl@landform.net or 612.638.0225. 330 CHANHASSEN, MNAVIENDA ROWHOMESCHANHASSEN, MINNESOTANORTHNO SCALEAREALOCATION MAPSHEETS ISSUEDBYDATECOMPOST/BIO LOGI HEREBY CERTIFY THATTHISPLAN, SPECIFICATION, OR REPORT BLUFFCREEKOVERLAY DISTRICTSECONDARYBOUNDARYBLUFF CREEK OVERLAYDISTRICTPRIMARY BOUNDARYOUTLOT BOUTLOTAOUTLOTAOUTLOTA123412341111111111112222222222223333333333334444444441234567891011121314COCOCABXCABXWETLAND6WETLAND3WETLAND 4WETLAND 1058. 365. 6 61.143. 926.136. 782. 12. 310 7282.210.667.628.4264.0211.0261.8419.450.436.620.319.1194.612.095.4317.2234.417 4.0 8.8 89.445.424.245.836.9243.742.5709.3514.1 123.0463.8177.4290.8497 153.250.162.0182.6375.918.8154.272.18.2221.09.632.026.026.032.032.026.026.032.032.026.026.032.032.026.026.032.032.026.032.032.026.032.032.0 26.0 26.0 32.032.026.026.032.0 32.026.026.032.032.026.026.032.032.032.026.026.026.026.032. 032. WETLAND 3BLUFF CREEKBLVD.AVIENDAPARKWAYBASIN28PL=316. 45R=240.00=87°00'29"R=54.00L=82.00 S10°28'50"E46.34L =4 3 8 .7 2 R =18 15 .0 0 13 °5 0 '5 8 " L=277.76 R= 1390.00 11°26'58"3°52'52"R=456.00L=30.89=51°53'57"R=94.00L=85.15=72°39' 22" R= 85. 00= 49° 26'03" R=52.00L=44.86S81°22' 40" WETLAND 3BLUFF CREEK BLVD. AVIENDAPARKWAYBASIN 28PMILLSLANENW0+007+80.79 1234567891011321BLOCK 5BLOCK 2OUTLOTCSAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN> SAN> SAN> SAN > SAN > SAN > SAN >SAN > SAN >SAN >SAN>SAN>SAN> SAN> SAN> SAN> SAN> SAN>> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN> SAN>SAN>SAN>SAN>SAN> SAN> SAN>SAN> STS >> B-B B-BB- BB- B B-B4466(TYP.)( TYP.)( TYP.)(TYP.) WETLAND 3BLUFF CREEKBLVD.AVIENDAPARKWAYBASIN 28PMILLS LANE NWUNDERGROUNDBASIN 25PUNDERGROUNDBASIN 47PAVIENDA LANE ( PRIVATE) ALLEY ( PRIVATE) AVIENDALANE ( PRIVATE)PROPOSED BUILDINGFFE = 924. 95GFE = 924. 53PROPOSED BUILDINGFFE = 925. 60GFE = 925.18PROPOSED BUILDINGFFE = 926.20GFE = 925.78PROPOSED BUILDINGFFE = 926.50GFE = 926. 08PROPOSED BUILDINGFFE = 925. 75GFE = 925. 33PROPOSED BUILDINGFFE = 925.20GFE = 924.78PROPOSED BUILDINGFFE = 30' BUILDING SETBACKBLUFF CREEK BLVD.AVIENDA PARKWAYBASIN 21PBASIN 28PEAST CENTRALBASINBTM=906. 43 100-YR HWL = 910.63BLUFF CREEK EAST BASIN BTM=898.15 100-YRHWL =BASIN46PSUNSETTRAILONLYSTS >>STS >>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS >>STS >>STS >>STS>>STS>>STS>>STS>>STS>> STS>> STS>>STS>>STS>>STS>>STS>>STS>>STS>> STS>> AVIENDA PARKWAYSTS >>STS >>STS >>STS >>STS >>STS >>>>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS>> STS >> STS >> STS>> STS>> STS>> STS>>STS>>STS>>STS>> STS>>STS>> STS>>STS>> STS>>STS>> STS>>STS>> STS>> STS>> STS>>STS>> STS>>>>ST S>> STS>> STS>> STS>> STS>>STS>>>>STS>>B-13B-14UNDERGROUNDBASIN 25PSTS>>STS>>STS>>STS>> STS>>STS>> STS>>STS>> STS>> STS>> STS>> 4. 8% 3.5% 2. 4% 5. 8% 4. 7% 3. 7 5. 4% 4. 7%3. 4% 5. 8%4. 8% BLUFF CREEK BLVD. STS>> STS >>STS>>STS>> STSSTS>> STS>>STS>>STS>>STS>> STS>>STS >> STS>>STS>>STS>>STS>> STS>>STS>> STS>> STS>> STS>>STS>>STS>>STS>> STS>> STS>> B- 5B- 27B- 30UNDERGROUNDBASIN 47PSTS>> STS>> STS>> STS>> STS>> STS>> STS>> STS>> STS>> STS>> STS>> STS>> 4.0%4.4% 4. 5% 4. 3% 5. 9% 2.8% 3. 5% 5.6%3.8% 5. BASIN28PSUNSET TRAIL>>STS>>STS>>STS>> STS>> STORMWATER POLLUTION PREVENTION WETLAND3BLUFFCREEK BLVD.AVIENDA PARKWAYBASIN 28PBLUFF CREEKBLVD. MILLSLANENW0+007+80.79 SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN> SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN > SAN > SAN >SAN > SAN >SAN >SAN >SAN> SAN>SAN>SAN>SAN>SAN> SAN>SAN>SAN> SAN>SAN>SAN>SAN>SAN>SAN> SAN>SAN>SAN>SAN>SAN>SAN> SAN> SAN> SAN> SAN>SAN STS >>STS >>STS >>STS >> STS >>STS >>STS >>STS >>STS>>STS>>STS>>STS>>STSSTS>>STS>>STS>>STS>> STSSTS>>STS>>STS>>STS>>STS>>STS>> STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>STS>>SAN>SAN>SAN >SAN >SAN >SAN>SAN >B-4B-5B-6B-9B-13B-17B-26B-27B-30B-31UNDERGROUNDBASIN25PUNDERGROUNDBASIN 47PSTS>>STS>> STS>> STS>>STS>> STS>>STS>>STS>>STS>> STS>>STS>> MH-301RIM: 920. WETLAND 3BLUFF CREEK BLVD. AVIENDAPARKWAYBASIN 28PMILLSLANENW0+007+80.79 SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN> SAN > SAN >SAN > SAN >SAN >SAN >SAN >SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN> SAN> SAN> SAN> SAN>SAN>SAN>SAN>STS >>STS >>STS >>STS >>STS >> STS >>STS >> STS >>STS>>STS>>STS>>STS>>STS>>STS>>STS>>>> STS>> CLIENT REVIEWCITY SUBMITTALSESSES21 CLIENT REVIEWCITY SUBMITTALSESSES21 CLIENT REVIEWCITY SUBMITTALSESSES21 APRIL 202305 MAY 2023OVERALL SITE & SIGNAGEPLANC2. 1PROJECT BLUFF CREEK BLVD. AVIENDA PARKWAY0+007+ 80.79SAN>SAN>SAN>SAN>SAN>SAN> SAN>SAN>SAN> SAN> SAN>SAN> SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SANSAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN> BLUFF SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN > SAN > SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS >>STS>>STS>>STS>>STS>> STS>>STS>>STS>>STS>> STS>> LUMINAIRE SCHEDULECALLOUTSYMBOLQUANTITYMOUNTINGMODELVOLTSDEFAULTELEVATIONNOTE 1S4POLEGE LIGHTING SOLUTIONS, ERL1_ CLIENT REVIEWCITY SUBMITTALSESSES21APRIL202305 MAY 2023OVERALL THE AVIENDA TOWNHOME ( 4 PLEX ) CHANHASSEN MN DRAWING INDEX Not Used Main Level Floor Plan A-6 A-5 ARCHITECTURAL Exterior (Right) Elevations Exterior (Left) Elevation Exterior (Front)Elevation A-1 A-3 A-2 A-7 Foundation Plan A-8 LandscapePlanL-1 A-4 BuildingSectionsA-10 T-1 Titleblock Sheet Exterior (Back) Elevation Upper Level Floor Plan 15050 23rd Ave. N. Plymouth, MN 55447 612- 333-8020 phonecharlescudd.comSHEET NO.SHEET INDEX Lower Level Finish Plan A-3 Electrical Plan First Floor Plan A- 6 A-7 A-5 A- 4 ARCHITECTURAL Exterior (Side) Elevations Exterior ( Back) Elevation Exterior (Front) Elevation T- 1 A- 2 A- 1 I-2 E- 1 E- 2 A- 8 A- 9 S- 1I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYREGISTERED ARCHITECT 15050 23rd Ave. N. Plymouth, MN 55447 612- 333-8020 phonecharlescudd.comSHEET NO.SHEET INDEX Lower Level Finish Plan A-3 Electrical Plan First Floor Plan A- 6 A-7 A-5 A- 4 ARCHITECTURAL Exterior (Side) Elevations Exterior ( Back) Elevation Exterior (Front) Elevation T- 1 A- 2 A- 1 I-2 E- 1 E- 2 A- 8 A- 9 S- 1I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYREGISTERED ARCHITECT 15050 23rd Ave. N. Plymouth, MN 55447 612-333-8020 phone charlescudd.comSHEET NO.SHEET INDEXLower Level Finish PlanA- 3Electrical PlanFirst Floor PlanA- 6A-7A-5A-4ARCHITECTURALExterior (Side) ElevationsExterior (Back) ElevationExterior (Front)ElevationT-1A-2A-1I-2E- 1E-2A-8A-9S- 1I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA.REG. NO. Charles Cudd Co.THESE PLANS AND THE HOME CONSTRUCTED PURSUANT TO THE PLANS ARE THE EXCLUSIVE COPYRIGHTED PROPERTY OF CHARLES CUDD CO. AND ARE PROTECTED BY UNITED STATES COPYRIGHT LAW. ANY UNAUTHORIZED USE OF THESE PLANS IS STRICTLY PROHIBITED Copyright © 2022 15050 15050 23rd Ave. N. Plymouth, MN 55447 612-333-8020 phone charlescudd.comSHEET NO.SHEET INDEXLower Level Finish PlanA- 3Electrical PlanFirst Floor PlanA- 6A-7A-5A-4ARCHITECTURALExterior (Side) ElevationsExterior (Back) ElevationExterior (Front)ElevationT-1A-2A-1I-2E- 1E-2A-8A-9S- 1I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA.REG. NO. Charles Cudd Co.THESE PLANS AND THE HOME CONSTRUCTED PURSUANT TO THE PLANS ARE THE EXCLUSIVE COPYRIGHTED PROPERTY OF CHARLES CUDD CO. AND ARE PROTECTED BY UNITED STATES COPYRIGHT LAW. ANY UNAUTHORIZED USE OF THESE PLANS IS STRICTLY PROHIBITED Copyright © 2022 15050 15050 15050 23rd Ave. N. Plymouth, MN 55447 612- 333-8020 phonecharlescudd.comSHEET NO.SHEET INDEX Lower Level Finish Plan A-3 Electrical Plan First Floor Plan A- 6 A-7 A-5 A- 4 ARCHITECTURAL Exterior (Side) Elevations Exterior ( Back) Elevation Exterior (Front) Elevation T- 1 A- 2 A- 1 I-2 E- 1 E- 2 A- 8 A- 9 S- 1I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYREGISTERED ARCHITECT 15050 23rd Ave. N. Plymouth, MN 55447 612-333-8020 phone charlescudd.comSHEET NO.SHEET INDEXLower Level Finish PlanA- 3Electrical PlanFirst Floor PlanA- 6A-7A-5A-4ARCHITECTURALExterior (Side) ElevationsExterior (Back) ElevationExterior (Front)ElevationT-1A-2A-1I-2E- 1E-2A-8A-9S- 1I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA.REG. NO. Charles Cudd Co.THESE PLANS AND THE HOME CONSTRUCTED PURSUANT TO THE PLANS ARE THE EXCLUSIVE COPYRIGHTED PROPERTY OF CHARLES CUDD CO. AND ARE PROTECTED BY UNITED STATES COPYRIGHT LAW. ANY UNAUTHORIZED USE OF THESE PLANS IS STRICTLY PROHIBITED Copyright © 2022 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION | DRAFT TOOLE DESIGN | 1 TRAFFIC IMPACT ANALYSIS Avienda June 23, 2023 359 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 2 TRAFFIC IMPACT ANALYSIS Avienda I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. 52899 6/16/2023 Jeremy Andrew Chrzan, P.E., PTOE License No. Date Approved: Carver County 360 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 3 CONTENTS Executive summary 4 Proposed Development and Study Area 5 Existing Traffic Conditions 7 Future Projected Traffic Conditions Without Development 10 Background growth 10 Site Traffic 13 Traffic Impact of Proposed Development 18 Problem Areas 29 Congestion 29 Crash Analysis 29 Recommended Improvements and Mitigation Measures 31 Conclusion 32 The results, recommendations, and commentary contained herein are based on assumptions and predictions of future land use, development patterns, population growth, transportation mode split, and other factors which are subject to change. This document provides a relative prediction of potential changes in traffic operations as a result of a particular project but is not intended to provide a precise determination of conditions at any future date. This document is an instrument of professional service. Reuse or alteration is at the user’s sole risk. 361 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 4 EXECUTIVE SUMMARY This study has been prepared in anticipation of the proposed Avienda development. The site is bounded on the north by Lyman Boulevard and on the east by Powers Boulevard in Chanhassen, MN. The proposed development is a mixed-use plan including a variety of attached residential units, retail, and service uses in the approved PUD, with the potential for additional development in the southeast quadrant. For the purposes of this study, the SE quadrant was assumed to contain additional retail, hotel, and office space as was shown in the 2017 AUAR Study completed by Kimley Horn on behalf of the City of Chanhassen. The potential full buildout of the site was calculated to include up to 897 AM peak hour trips and 845 PM peak hour trips. Based on a scoping conversation with Carver County staff, the follow three intersections were included in this study. 1. Lyman Boulevard/Sunset Trail 2. Powers Boulevard/Lyman Boulevard 3. Powers Boulevard/Bluff Creek Boulevard/T.H. 212 SB Ramps The peak traffic periods studied were AM and PM weekday peak hours. Existing conditions were determined based on the 2017 volumes from the Kimley Horn 2017 AUAR Report, with 1.5% compound growth rate to the study year. Based on the analysis in this report, with the three study intersections currently operate at acceptable levels of service D or better under existing conditions. In the 2040 future background condition without the proposed development, all intersections will continue to operate at LOS D or better during both peak hours. The intersection of Lyman Boulevard at Sunset Trail is recommended for construction of a signal at an interim stage when approximately 73% of full buildout trip generation occurs to mitigate the LOS F at the northbound approach. With the proposed signal at full build out, the intersection of Lyman Boulevard at Sunset Trail is forecast to operate at LOS C or better on all movements during both the AM and PM peak hours. The intersection of Powers Boulevard at Bluff Creek Boulevard is planned for modifications that will include signal changes and a new eastbound leg. With the planned signal and lane use modifications at Powers Boulevard and Bluff Creek Boulevard it will operate at LOS D or better in all approaches. With full buildout of the Avienda development and optimization of the traffic signal timings, the intersection of Powers Boulevard at Lyman Boulevard will also operate at LOS D or better during both peak hours. The site plan as shown will provide adequate internal circulation for both drivers and pedestrians, as well as adequate ingress and egress sight distance. The impact of the development is proposed to be mitigated with the following recommendations: Construction of the recommended signal control at the intersection of Lyman Boulevard and Sunset Trail as outlined in the draft ICE study for that intersection. Construction of the approved signal improvements at the intersection of Powers Boulevard/Bluff Creek Boulevard as outlined in the prior approved ICE study and plans for that intersection. 362 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 5 PROPOSED DEVELOPMENT AND STUDY AREA This study has been prepared in anticipation of the proposed Avienda development. The site is currently undeveloped but has been rough graded. The development is located in the southwest quadrant of the intersection of Lyman Boulevard and Powers Boulevard in Chanhassen, MN. Toole Design staff met with Carver County review staff for a scoping meeting on May 18, 2023. During that meeting the study area and assumptions for this study were outlined and confirmed via email. The study area includes three intersections: 1. Lyman Boulevard/Sunset Trail 2. Lyman Boulevard/Powers Boulevard 3. Powers Boulevard/Bluff Creek Boulevard A map of the development location and study intersections are provided in Figure 1. Figure 1: Location of the Subject Development and Study Intersections The proposed development as per the currently approved PUD is a mixed-use residential and retail development consisting of apartment and townhome residential, as well as attached senior living, retail, restaurant, and a daycare center. This site was the subject of a prior Alternative Urban Areawide Review (AUAR) traffic analysis performed by Kimley-Horn & Associates (KHA) on behalf of the City of Chanhassen in 2017. The plan assumed in that study also included a hotel and office in the SE quadrant of the proposed development, but this was omitted from the most recent approval. The site is bounded on the north by Lyman Boulevard and on the east by Powers Boulevard. Figure 1 and Figure 2 show the site with and without the SE quadrant; larger figures can be found in Appendix J which provide more legible information on site layout and use locations. 363 AVIENDA AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 7 EXISTING TRAFFIC CONDITIONS Lyman Boulevard and Powers Boulevard both have a functional classification of “A - Minor Expander” and a posted speed limit of 50 mph. Sunset Trail and Bluff Creek Boulevard are classified as a “Local Road” with an assumed speed limit of 30 MPH, to reflect statutory speed limits for the state of Minnesota. The northern leg of the intersection of Sunset Trail and Lyman Boulevard is a residential street providing access to 10 existing homes. The eastern leg of the intersection of Powers Boulevard with Bluff Creek Boulevard is the southbound on- and off-ramps for T.H. 212, a limited access highway that serves as a principal arterial. The existing intersection of Lyman Boulevard and Sunset Trail is STOP controlled on the Sunset Trail approach and uncontrolled on the Lyman Boulevard approaches. The existing intersection geometric configuration is as follows: Eastbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane Westbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane Northbound: Unmarked lanes currently serving as a construction entrance Southbound: One shared lane for left and right turns The intersection of Lyman Boulevard and Powers Boulevard is signalized. The existing intersection geometric configuration is as follows: Eastbound: One dedicated left turn lane, one thru lane, and one yield-controlled channelized right turn lane Westbound: One dedicated left turn lane, one thru lane, and one thru/right turn lane Northbound: Two dedicated left turn lanes, two thru lanes, and one dedicated right turn lane Southbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane The intersection of Powers Boulevard/T.H. 212 SB/Future Bluff Creek is signalized. The existing intersection geometric configuration is as follows: Eastbound: Unmarked unpaved area currently serving as a construction entrance (Planned Bluff Creek Boulevard) Westbound: One Left turn lane, two right-turn lanes Northbound: Two dedicated left turn lanes, two thru lanes, and one dedicated right turn lane Southbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane Intersection turning movements were obtained from the AUAR 2017 traffic analysis and are summarized in Appendix A. These counts were adjusted to current year assuming a 1.5% growth rate compounded annually. The 2023 Existing Conditions turning movement count volumes for weekday AM and PM peak periods, as well as ADT volumes are shown in Figure 4. 365 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 8 Figure 4 - 2023 Existing Conditions Volumes Existing condition level of service, delay and 95th percentile queues were analyzed using Synchro 11 Highway Capacity Methodology. The summarized results are shown in Table 1. As shown in Table 1 the intersection of Lyman Boulevard and Sunset Trail currently operates with all movements except the southbound left turn at LOS A. The southbound left turn operates at LOS C during the AM peak hour and LOS B during the PM peak hour. Table 1 - 2023 Existing Conditions Intersection Operations Intersection Control Approach Movement 2023 Existing AM PM Delay sec) LOS 95%ile Queue ft) Delay sec) LOS 95%ile Queue ft) Lyman Blvd Sunset Trail TWSC Lyman Blvd EBL 9.5 A 0 8.3 A 0 Lyman Blvd EBT LymanBlvdEBR Lyman Blvd WBL 0 A 0 0 A 0 LymanBlvdWBT Lyman Blvd WBR SunsetTrailNBL 0 A 0 A 366 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 9 Sunset Trail NBLT 0 A 0 A SunsetTrailNBR 0 A 0 A Sunset Trail SBL 17.9 C 2.5 14.2 B 2.5 SunsetTrailSBT Sunset Trail SBR Overall Lyman Blvd Powers Blvd Signal Lyman Blvd EBL 29.7 C 73 25.8 C 79 Lyman Blvd EBT 40.9 D 167 59.1 E 293 Lyman Blvd EBR 1.3 A 0 8.4 A 70 Lyman Blvd WBL 25.5 C 28 25.9 C 57 Lyman Blvd WBTR 40.3 D 118 30.7 C 97 Powers Blvd NBL 29.9 C 169 24.1 C 76 Powers Blvd NBT 15.3 B 134 16.8 B 121 Powers Blvd NBR 1.5 A m6 0.6 A 0 Powers Blvd SBL 49.6 D 86 51.7 D 100 Powers Blvd SBT 30.1 C 90 39.5 D 221 Powers Blvd SBR 2.9 A 20 0.8 A 1 Overall 26.1 C 29.3 C Powers Blvd Bluff Creek Blvd Signal Bluff Creek Blvd EBL Bluff Creek Blvd EBT Bluff Creek Blvd EBR 212 Off Ramp WBL 44.7 D 64 39.9 D 167 212 Off Ramp WBT 212 Off Ramp WBR 9.6 A 39 1.5 A 0 Powers Blvd NBL Powers Blvd NBT 6.1 A 61 10 A 66 Powers Blvd NBR 0.1 A m0 0 A m0 Powers Blvd SBL 1.1 A 6 2.8 A 17 Powers Blvd SBT 0.9 A 10 1.8 A 18 Powers Blvd SBR Overall 8.9 A 11.2 B 367 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 10 FUTURE PROJECTED TRAFFIC CONDITIONS WITHOUT DEVELOPMENT BACKGROUND GROWTH The 2017 AUAR traffic analysis assumed a 1.5% annual growth rate. Table 2 shows nearby historical AADTs and Table 3 compares nearby AADT volumes from both 2017 and 2019 with 1.5% annual growth to county provided forecast volumes for 2040. As shown in the table, forecasting 1.5% growth on traffic counts collected in the vicinity of the study intersection results in comparable to, or higher than, volumes forecasted by the county’s 2040 model. Generally, the 2017 volumes, grown to 2040 are closer to the 2040 model volumes because AADTs for Lyman Blvd were higher in 2017 than 2019, potentially due to nearby construction. Based on this comparison, this study will continue to use the 2017 collected volumes as the base for this analysis with 1.5% compounded annual growth applied to the design year of 2023 and the analysis year of 2040. This approach was confirmed with Angie Stenson of Carver County via email. Table 2 Historical AADT Year AADT Lyman Blvd Lyman Blvd Lyman Blvd East of Powers Blvd West of Powers Blvd West of Audubon 2001 2900 2003 3250 13000 15000 2005 2850 11100 13400 2007 2900 12000 15300 2009 2700 8800 11300 2011 2450 8200 8600 2012 8800 9400 2013 2850 2014 9700 2015 4000 14600 2017 3850 11000 13000 2019 4150 11900 2021 4007 368 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 11 Table 3 - Growth Comparison Location 2017 AADT1 2019 AADT2 2040 with 1.5%Growth on 20173 2040 with 1.5% Growth on 20193 2040 Carver County Projections4 Lyman Blvd West of Powers Blvd 11,000 9,500 15,492 n/a 16,400 Lyman Blvd West of Audubon 13,000 11,900 18,309 16,268 Lyman Blvd East of Powers Blvd 5,100 4,350 7,183 5,947 7,200 Powers Blvd South of Lyman Blvd 11,300 n/a 15,915 n/a 19,000 Powers Blvd North of Lyman Blvd 9,300 9,900 13,098 13,534 11,500 1.2017 AADT Volumes provided by Whitney Schroeder of Carver County Public Works 2.2019 AADT Volumes obtained from MnDOT Traffic Mapping Application. 3.1.5%growth compounded annually from count year as noted. 4.Carver County projected 2040 volumes as provided by Scenario 3 of Carver County’s 2040 Comprehensive Plan. The 1.5% compound annual growth was applied to the existing turning movement and ADT volumes from the 2017 AUAR study to produce 2040 volumes without the proposed development as shown in Figure 5. Figure 5 - No Build Turning Movement Volumes 369 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 12 These volumes were applied to the Synchro model to obtain delay, LOS, and queue results for each of the study intersections. As shown in Table 4, with projected 2040 volumes without the proposed development all movements at all study intersections will operate at LOS D or better during both the AM and PM peak hours. Table 4 - No Build 2040 Intersection Operations Intersection Control Approach Movement 2040 No Build AM PM Delay sec) LOS 95%ile Queue ft) Delay sec) LOS 95%ile Queue ft) Lyman Blvd Sunset Trail TWSC Lyman Blvd EBL 10.5 B 0 8.7 A 0 Lyman Blvd EBT LymanBlvdEBR Lyman Blvd WBL 0 A 0 0 A 0 LymanBlvdWBT Lyman Blvd WBR SunsetTrailNBL 0 A 0 A Sunset Trail NBLT 0 A 0 A SunsetTrailNBR 0 A 0 A Sunset Trail SBL 25.8 D 7.5 18.1 C 5 SunsetTrailSBT Sunset Trail SBR Overall Lyman Blvd Powers Blvd Signal Lyman Blvd EBL 29.7 C 94 26.8 C 98 Lyman Blvd EBT 42.8 D 228 74 E 422 Lyman Blvd EBR 3.4 A 23 8.1 A 81 Lyman Blvd WBL 23.8 C 32 29.3 C 70 Lyman Blvd WBTR 41.9 D 151 34.2 C 127 Powers Blvd NBL 31.9 C 250 23 C 95 Powers Blvd NBLT 17.8 B 180 18.2 B 154 Powers Blvd NBR 1.6 A m12 1 A M2 Powers Blvd SBL 52.4 D 107 55.2 E 123 Powers Blvd SBT 34.1 C 115 54.2 D 338 Powers Blvd SBR 6.5 A 47 1 A 0 Overall 28.3 C 35.5 D 370 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 13 Powers Blvd Bluff Creek Blvd Signal Bluff Creek Blvd EBL Bluff Creek Blvd EBT Bluff Creek Blvd EBR 212 Off Ramp WBL 36.8 D 64 34.4 C 206 212 Off Ramp WBT 212 Off Ramp WBR 23.7 C 39 2.3 A 0 Powers Blvd NBL Powers Blvd NBLT 10.1 B 61 13.6 B 87 Powers Blvd NBR m0 0 A m0 Powers Blvd SBL 2.5 A 6 6.7 A m34 Powers Blvd SBT 1.6 A 10 2.9 A m27 Powers Blvd SBR Overall 14.2 B 11.6 B SITE TRAFFIC The existing site is currently undeveloped and generates no vehicular trips beyond construction traffic. The 2017 AUAR was completed prior to a planned unit development (PUD) amendment that had been issued for this site, dated September 12, 2022. The PUD amendment plan shown previously in Figure 2, does not include the Southeast (SE) quadrant of the development whereas the prior development plan, shown in Figure 3, does. The SE quadrant includes additional retail space, a hotel, and office space. The analyses in the following sections will treat both cases separately as the SE quadrant may eventually develop with this or another development plan, but at this time there is not an approved PUD that includes this area. Table 5 and Table 6 show the estimated trips that will be generated as a result of the development with and without the SE quadrant respectively. Trip generation was calculated using the 11th Edition of the Trip Generation Manual and the NCHRP 8-51 Internal Capture Tool. As a result of this, the values shown in Table 6 are not identical to the “Updated Avienda Development-Driven Trip Generation” Memorandum dated July 26, 2022, which utilized the 10th edition of the Trip Generation Manual rates. The total site generated, driveway, and net new trips saw an increase due to changes in the ITE equations and rates; however, the land use, land use intensity, and overarching methodology have remained the same. Similarly, the values in Table 5 are not identical to the previously submitted ICE report dated November 18, 2022, which utilized the 10th edition of the Trip Generation Manual rates. The NCHRP 8-51 worksheets are included in Appendix G. 371 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 14 Table 5. Development Plan Trip Generation Estimation without SE Quadrant (2022 PUD Development Plan) Land Use LUC Intensity Unit Trip Generation Values Daily AM Total In/Out) PM Total In/Out) Day Care Center 565 10,000 SF 476 110 58/52)111 52/59) Retail 820 151,000 SF 9,806 223 138/85)759 364/395) Restaurant 932 28,000 SF 3,002 268 147/121)253 155/99) Residential Attached Apartments) 221 417 DU 1,893 172 40/132)163 99/64) Residential Attached Senior Living) 252 300 DU 972 60 20/40)75 42/33) Residential Attached Townhomes) 220 92 DU 665 51 12/39)60 38/22) Total Site Generated Trips 16,814 884 416/468)1,422 751/671) Internal Capture Reduction 846 116 58/58)488 244/244) 13%14%/12%) 34%33%/36%) Total Driveway Trips 15,969 768 358/410)934 506/428) Pass By Reduction 4,344 0 0/0)378 195/183)) Total Net New Trips 11,625 768 358/410)566 311/245) 372 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 15 Table 6. Development Plan Trip Generation Estimation with SE Quadrant Land Use LUC Intensity Unit Trip Generation Values Daily AM Total In/Out) PM Total In/Out) Day Care Center 565 10,000 SF 476 110 58/52)111 52/59) Retail 820 167,000 SF 10,224 232 144/88)816 392/425) Restaurant 932 28,000 SF 3,002 268 147/121)253 155/99) Office 710 150,000 SF 1,651 237 209/28)232 40/193) Residential Attached Apartments) 221 417 DU 1,893 172 40/132)163 99/64) Residential Attached Senior Living) 252 300 DU 972 60 20/40)75 42/33) Residential Attached Townhomes) 220 92 DU 665 51 12/39)60 38/22) Hotel 310 100 Rooms 799 43 24/19)46 24/23) Total Site Generated Trips 19,682 1173 654/519)1758 841/917) Internal Capture Reduction 1,854 276 138/138)655 328/328) 24%21%/27%) 37%39%/36%) Total Driveway Trips 17,829 897 516/381)1103 514/589) Pass By Reduction 4,465 0 0/0)395 203/192) Total Net New Trips 13,363 897 516/381)845 377/468) Tables 5 and 6 Notes and Assumptions 1. For restaurants, reasonable land use options were Fast Casual, High Quality, and High-Turnover (Sit-Down). Used High-Turnover (Sit- Down) land use because it had trip generation numbers in the middle of all three options. This analysis assumes the restaurants will be open during morning peak hours. AM Totals should not be used if the restaurants will not be open during AM peak traffic on adjacent street. 2. One of the retail land uses includes a grocer, and two of the residential-attached (apartment) land uses include senior living facilities. In this analysis, grocer and senior living facilities were not specifically used for trip generation, but they could be broken out to give a more specific estimate. 3. Internal Capture Reduction: Land use interchange distances were omitted from the calculation. It was assumed that 100% of trips would be motor vehicle trips (0% transit and 0% non-motorized). Vehicle occupancy of 1 was assumed. 4. Pass-By Reduction: Pass-by rates obtained from the 11th Edition of the ITE Trip Generation Manual included 44% for Daycare, 29% for Shopping Center and 43% for High-Turnover (Sit-Down) Restaurant. Site generated traffic from both the original trip generation and updated PUD trip generation described above was assigned to the study intersections based on the site trip assignment assumptions from the 2017 AUAR study. Based on that study, the inbound and outbound percent distribution assumption is shown in Figure 6. It is assumed that 8% of generated trips will enter and exit through the new connections of Bluff Creek Boulevard to the west, and the remainder will enter and exist through the main access points of Lyman Boulevard at Sunset Trail and Powers Boulevard at Bluff Creek Boulevard/T.H. 212 SB Ramps. The site generated trips were assigned to the study intersections based on the distribution outlined in Figure 6 below. The residential only scenario site generated trips are shown in Figure 7, and the full buildout of the site with and without the SE quadrant respectively are shown in Figures 8 and 9. 373 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 16 Figure 6. Inbound / Outbound Trip Distribution Figure 7. Residential Only Trip Site Generated Traffic Assignment 374 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 17 Figure 8. Full Buildout Without SE Quadrant - Site Generated Traffic Assignment Figure 9. Full Buildout with SE Quadrant - Site Generated Traffic Assignment 375 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 18 TRAFFIC IMPACT OF PROPOSED DEVELOPMENT Site generated traffic assignments were added to the 2025 and 2040 Base future condition volumes to obtain future year build forecasted traffic volumes. Trips generated by only the residential portion of the site was also considered for a likely near-term scenario, as the intended phasing of the site will include early construction of the townhome residential units, with assumed completion in 2025, with the retail to follow once the adjacent residential occupancy provides a local market demand. The following scenarios were developed, and the resulting volumes are shown in Figures 10 through 12. 2025 Build TMC related to residential land use only (near term scenario) With Approved PUD Development (without the SE Quadrant): o 2040 Build TMC (long term scenario) With Prior Assumed Development (with the SE Quadrant) o 2040 Future TMC (long term scenario) Figure 10 - 2025 Build Residential Only Future Traffic Volumes 376 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 19 Figure 11 – 2040 Buildout Volumes without Southeast Quadrant Figure 12 - 2040 Buildout Volumes without Southeast Quadrant 377 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 20 The volumes shown in the figures above were applied to the Synchro model to produce LOS, delay and 95th percentile queue measures for each of the study intersections. At the intersection of Lyman Boulevard and Sunset Trail, the existing TWSC traffic control was analyzed for the interim 2025 Residential condition, as well as the recommended signal at 2040 full buildout as per the draft ICE analysis for this location. The ICE analysis also considered a roundabout at this location, which was not recommended due to impacts to utilities and an existing private driveway and thus has not been included in this document. These analysis scenarios are summarized in Table 7through Table 9. Table 7 - 2025 Residential Only Near Term Intersection Operations Intersection Control Approach Movement 2025 Residential Build Only Near Term Scenario) AM PM Delay sec)LOS 95%ile Queue ft) Delay sec)LOS 95%ile Queue ft) Sunset Trail Lyman Blvd TWSC Lyman Blvd EBL 9.6 A 0 8.3 A 0 Lyman Blvd EBT Lyman Blvd EBR Lyman Blvd WBL 8.1 A 0 9.3 A 2.5 Lyman Blvd WBT Lyman Blvd WBR Sunset Trail NBL 21.8 C 12.5 26.2 D 10 Sunset Trail NBLT 0 A 0 A Sunset Trail NBR 9.5 A 2.5 10.8 B 2.5 Sunset Trail SBL Sunset Trail SBT 19.4 C 5 15.4 C 2.5 Sunset Trail SBR Overall Lyman Blvd Powers Blvd Signalized Lyman Blvd EBL 29.5 C 74 25.8 C 81 Lyman Blvd EBT 40.6 D 172 59.8 E 306 378 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 21 Lyman Blvd EBR 1.3 A 0 8.3 A 72 Lyman Blvd WBL 25.2 D 29 26.1 C 58 Lyman Blvd WBT 40.9 D 124 31.9 C 106 Lyman Blvd WBR Powers Blvd NBL 27.5 C 177 23.2 C 84 Powers Blvd NBT 13.2 B 151 16.1 B 140 Powers Blvd NBR 1.2 A m10 0.7 A m2 Powers Blvd SBL 49.7 D 88 51.8 D 102 Powers Blvd SBT 30.6 C 95 41.1 D 255 Powers Blvd SBR 3.4 A 27 0.7 A 0 Overall 25.1 C 29.9 C Powers Blvd Bluff Creek Blvd Signalized Bluff Creek Blvd EBL 45.9 D 39 44.5 D 27 Bluff Creek Blvd EBT 45.3 D 25 44.3 D 17 Bluff Creek Blvd EBR 2.8 A 0 1.3 C 0 SB Off Ramp WBL 43.3 D 61 39.2 F 171 SB Off Ramp WBT 37.0 D 36 28.8 D 65 SB Off Ramp WBR 10.9 B 87 6.7 F 72 Powers Blvd NBL 12.1 B m15 16.8 C m31 Powers Blvd NLT 12.7 B 143 16.4 B 78 Powers Blvd NBR 0.0 A m0 0.0 B m0 Powers Blvd SBL 4.6 A 20 8.4 B 67 Powers Blvd SBT 3.7 A 34 5.9 A 75 Powers Blvd SBR 0 A 0 0.1 A m0 Overall 12.9 B 15.1 B 379 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 22 Table 8 - 2040 Full Buildout - Without SE Quadrant Intersection Operations Intersection Control Approach Movement 2040 Without SE Quadrant AM PM Delay sec)LOS 95%ile Queue ft) Delay sec) LOS 95%ile Queue ft) Sunset Trail Lyman Blvd TWSC Lyman Blvd EBL 10.6 B 0 8.7 A 0 Lyman Blvd EBT Lyman Blvd EBR Lyman Blvd WBL 8.8 A 5 10.4 B 5 Lyman Blvd WBT Lyman Blvd WBR Sunset Trail NBL 63.1 F 85 64.7 F 55 Sunset Trail NBLT 0 A 0 A Sunset Trail NBR 10.1 B 5 11.9 B 5 Sunset Trail SBL Sunset Trail SBT 32.1 D 10 21.5 C 5 Sunset Trail SBR 8.7 A Overall Sunset Trail Lyman Blvd Signalized Lyman Blvd EBL 6.9 B 8 6.5 A 7 Lyman Blvd EBT 7.5 A 79 9.0 A 158 Lyman Blvd EBR 1.8 A 15 1.9 A 14 Lyman Blvd WBL 7.2 A 24 8.1 B 23 Lyman Blvd WBT 9.7 A 194 7.8 A 95 Lyman Blvd WBR 1.6 A 3 1.6 A 3 380 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 23 Sunset Trail NBL 27.8 C 83 26.2 C 55 Sunset Trail NBT Sunset Trail NBR 0.2 A 0 0.2 A 0 Sunset Trail SBL Sunset Trail SBT 11.2 B 16 11.2 B 16 Sunset Trail SBR Overall 10.2 B 9.5 A Lyman Blvd Powers Blvd Signalized Lyman Blvd EBL 31.1 C 107 27.7 C 110 Lyman Blvd EBT 42.1 D 235 73.8 E 443 Lyman Blvd EBR 2.5 A 13 7.9 A 81 Lyman Blvd WBL 23.6 C 33 29.5 C 70 Lyman Blvd WBT 43.6 D 164 35.4 D 138 Lyman Blvd WBR Powers Blvd NBL 28.1 C 252 22.2 C 102 Powers Blvd NBT 14.9 B 129 17.8 B 178 Powers Blvd NBR 0.4 A m0 0.6 A m3 Powers Blvd SBL 52.4 D 108 55.2 E 123 Powers Blvd SBT 35.2 D 126 56.5 E 330 Powers Blvd SBR 7.7 A 58 2.7 A 13 Overall 27.1 C 35.7 D Powers Blvd Bluff Creek Blvd Signalized Bluff Creek Blvd EBL 46.5 D 68 47 D 51 Bluff Creek Blvd EBT 44.2 D 42 46 D 31 Bluff Creek Blvd EBR 16.5 F 74 6.9 A 17 SB Off Ramp WBL 36.6 D 67 35 D 206 381 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 24 SB Off Ramp WBT 37.8 D 118 30.1 C 118 SB Off Ramp WBR 21.9 F 172 6.4 A 78 Powers Blvd NBL 18.4 C m88 25.3 C m69 Powers Blvd NBLT 18.8 B 222 21 C 107 Powers Blvd NBR 0.0 A m0 0.1 A m0 Powers Blvd SBL 10.1 B 34 22.8 C m#113 Powers Blvd SBT 8.1 A 61 11.4 B m122 Powers Blvd SBR 0.1 A 0 0.1 A m0 Overall 19.9 B 18.8 B Table 9 - 2040 Full Buildout With SE Quadrant Intersection Operations Intersection Control Approach Movement 2040 With SE Quadrant AM PM Delay sec) LOS 95%ile Queue ft) Delay sec) LOS 95%ile Queue ft) Sunset Trail Lyman Blvd Signalized Lyman Blvd EBL 6.9 A 8 6.5 A 7 Lyman Blvd EBT 7.5 A 79 9.0 A 158 Lyman Blvd EBR 1.6 A 18 1.7 A 17 Lyman Blvd WBL 7.6 A 32 8.7 A 31 Lyman Blvd WBT 9.7 A 194 7.8 A 95 Lyman Blvd WBR 1.6 A 3 1.6 A 3 Sunset Trail NBL 27.5 C 78 28.2 C 91 Sunset Trail NBLT Sunset Trail NBR 0.2 A 0 0.4 A 0 382 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 25 Sunset Trail SBL Sunset Trail SBT 11.2 B 16 11.2 B 16 Sunset Trail SBR Overall 9.1 A 9.0 A Lyman Blvd Powers Blvd Signalized Lyman Blvd EBL 33.8 C 91 23.7 C 91 Lyman Blvd EBT 42.0 D 214 47.7 D 334 Lyman Blvd EBR 3.1 A 20 8.0 A 95 Lyman Blvd WBL 24.3 C 33 24.2 C 62 Lyman Blvd WBT 39.7 D 158 28.8 C 121 Lyman Blvd WBR Powers Blvd NBL 41.0 D 286 41.9 D 125 Powers Blvd NBLT 12.8 B 119 20.3 C 198 Powers Blvd NBR 0.3 A m1 0.2 A m0 Powers Blvd SBL 52.3 D 108 54.4 D 123 Powers Blvd SBT 27.3 C 105 30.0 C 251 Powers Blvd SBR 7.1 A 69 3.9 A 34 Overall 27.8 C 27.3 C Powers Blvd Bluff Creek Blvd Signalized Bluff Creek Blvd EBL 46.4 D 66 45.1 D 71 Bluff Creek Blvd EBT 44.2 D 40 42.7 D 44 Bluff Creek Blvd EBR 16.6 B 73 19.2 B 92 SB Off Ramp WBL 35.5 D 67 34.9 C 206 SB Off Ramp WBT 41.3 D 167 29.3 C 134 383 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 26 SB Off Ramp WBR 20.4 C 170 5.7 A 64 Powers Blvd NBL 19.7 B m125 31.7 C m114 Powers Blvd NBLT 19.4 B 224 23.1 C 120 Powers Blvd NBR 0.0 A m0 0.1 A m0 Powers Blvd SBL 12.5 B 39 38.0 D m#172 Powers Blvd SBT 10.3 B 72 15.9 B m131 Powers Blvd SBR 0.2 A 1 0.2 A m0 Overall 20.7 C 23.0 C A traffic signal warrant analysis was performed for the intersection of Lyman Boulevard and Sunset Trail. The warrant was conducted as per the MN MUTCD. Future thirteen-hour counts were estimated at this location by applying hourly factors to the 2025 Build turning movement counts outlined above. Historic daily count data in hourly increments covering at least 24 hours was provided by Carver County. This data was used to develop hourly count factors comparing eastbound link volumes to the eastbound overall peak hour (PM) and westbound link volumes to the westbound overall peak hour (AM). These factors were then applied to the approach volumes at Sunset Trail to obtain factored future thirteen-hour counts. Those counts were then compared to MN MUTCD Chapter 4 Signal Warrant Analysis criteria for both the near term 2025 with the Residential Only scenario and the 2040 Approved PUD Build Volumes. Right turn volumes from the minor streets were adjusted using the NCHRP 457 recommended methodology, which is in alignment with the 2007 MnDOT ICE memo guidance for low volume right-turns like those at this location in that they both recommend reduction of the full minor street right-turn volume. The results are summarized below, and detailed signal warrant worksheets are contained in Appendix D. Under the current approved development plan a signal warrant would not be met at this location in the near term. By 2040 if 1.5% annual compounded growth is realized a signal may be warranted. In 2025 with site volumes based on only the residential portion of the Approved PUD development quantities: Warrant 1 – Eight Hour Volume is not met based on the projected vehicular volumes. Warrant 2 – Four Hour Volume is not met based on the projected vehicular volumes. Warrant 3 – Peak Hour Volume is intended only for special circumstances where a large volume of traffic discharges onto a roadway in a short period of time, such as a manufacturing plant or industrial complex, and does not apply to this location. Warrant 4 – Pedestrian Warrant was not analyzed since very limited existing pedestrian activity is present at the site under existing conditions and very few pedestrians are expected to cross Lyman Boulevard in the future. This may warrant future study. Warrant 5 – School Crossing does not apply to this location as there is not an adjacent school. Warrant 6 - Coordinated Signal System does not apply to this location as there is no indication that insufficient platooning exists along Lyman Boulevard. 384 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 27 Warrant 7 – Crash Experience is not met. This warrant requires at least five crashes in a consecutive 12- month period, and as discussed earlier there is only one intersection related crash at this location in 2013 and no crashes in more recent years. Warrant 8 – Roadway network does not apply to this site as this site is not the intersections of two major routes. The only warrants were met in the 2040 Build scenario with the SE Quadrant included: Warrant 2 – Four Hour Volume is met based on the projected vehicular volumes. All other warrant results remain the same as the 2023 Approved PUD Plan scenario. Signal “Trigger” Analysis By request of the City of Chanhassen and Carver County, an analysis was performed to identify the number of trips that would trigger an LOS change from LOS D to LOS E, which is less than desirable LOS, for the northbound left movement at the intersection of Lyman Boulevard and Sunset Trail with the existing TWSC intersection control. Using Synchro 11, it was identified that 73% of the total trips for full buildout would trigger an LOS change. Table 10 below compares the number of total trips to the number of trips that would trigger an LOS change and the potential need for a signal. Table 10 - Trigger Point Trip Generation Daily AM Total (In/Out) PM Total (In/Out) Total New Trips 17,829 897 (516/381) 845 (377/468) Trigger Trips 13,015 655 (377/278) 617 (275/342) Ingress and Egress Safety and Sight Distance Two planned access points are located at the existing intersections of Lyman Boulevard at Sunset Trail and Powers Boulevard at the T.H. 212 SB Ramps. Existing conditions at these intersections include flat grades with no visual obstructions that would limit sight distance. The proposed access legs at these intersections will maintain the existing sight distances. The proposed layout also connects the internal layout of the Avienda site to the adjacent Liberty on Bluff Creek residential development via Bluff Creek Boulevard and Mills Drive. No existing safety issues were noted based on the crash data discussed above. As the development builds out and volumes increase, exposure for northbound traffic and westbound inbound lefts at the currently TWSC intersection of Lyman Boulevard and Sunset Trail will increase as those volumes increase with the potential for left turn/right angle crashes. The recommended traffic signal is suited to help mitigate that specific crash type. Turn phasing for the signal should be considered at the time of detailed design with a focus on safety. Internal Circulation Internal circulation on the site will be provided by Bluff Creek Boulevard, Sunset Trail and Avienda Parkway. There are three single lane roundabouts planned on the site, which will facilitate efficient and safe movement of vehicular traffic within the site. The internal circulation plan also includes connection to the adjacent development through Mills Drive and Bluff Creek Boulevard to promote reduced internal trips, walkability, and ample travel choice. 385 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 28 Pedestrian circulation is provided with sidewalks and paths planned adjacent to all the main internal roadways named previously. The internal pedestrian and bicycle connections will provide connection to the existing asphalt sidepath on the north side of Lyman Boulevard and on the west side of Powers Boulevard in the vicinity of the site for easy multimodal access to and from the site. 386 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 29 PROBLEM AREAS CONGESTION Based on the analysis summarized above, the southbound left and through and eastbound through movements at the intersection of Powers Boulevard and Lyman Boulevard are forecast to operate at undesirable LOS E during the PM peak hour under 2040 full buildout conditions. A simple optimization of the signal timing splits was tested at this location to better accommodate the site volumes, and with that change all movements are forecast to operate at LOS D or better. The existing TWSC traffic control at the intersection of Lyman Boulevard and Sunset Trail will not be adequate for the full buildout of the proposed site. A detailed ICE analysis has been prepared for this intersection, which currently recommends a signalized intersection for the ultimate buildout. With a signalized intersection in this location no congestion issues are expected, and all movements are forecast to operate at LOS D or better during both peak hours under full buildout conditions. Similarly, an ICE analysis was previously conducted and approved for the intersection of Powers Boulevard at T.H. 212, which recommended modifications to the existing signal to provide the following configuration: Eastbound: One dedicated left turn lane, one thru lane and one dedicated right turn lane; protected- permissive left turn phasing Westbound: Two dedicated left turn lanes, one thru lane and one dedicated right turn lane; protected- only left turn phasing Northbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane; protected- permissive left turn phasing Southbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane; protected- permissive left turn phasing With the proposed layout the intersection is forecast to operate at LOS D or better during both the AM and PM peak hours in all movements. Generally, no new congestion issues or other undue traffic impacts are expected as result of the Avienda development. CRASH ANALYSIS MNDOT provided a summary of crashes spanning the years 2013-2021 for the intersection of Lyman Boulevard at Sunset Trail, and for the years 2016 to 2021 at the intersection of Powers Boulevard at Bluff Creek/T.H. 212 Ramps for the previously completed ICE analyses at these locations and is included in Appendix B. Focusing on the three most recent years of data, 2019-2021 a single property damage related crash was reported in 2021 near Lyman Boulevard and Sunset Trail where the driver struck a deer, making the incident not related to the intersection. At the intersection of Powers Boulevard at Bluff Creek Boulevard/T.H. 212 Ramps, in terms of crash type, the highest frequency of crashes at this intersection are sideswipes – same direction crashes, comprising nearly 60% of all crashes at this intersection. Sideswipe crashes may occur when turning movements have two (or more) turn lanes. Recommended mitigation measures, as it relates to the construction of Bluff Creek Boulevard, to reduce sideswipe collisions include: 387 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 30 Add turn path markings for the westbound dual left turn lane movements. Replace the advanced lane assignment signage for the westbound approach. Improved signal timing, including operating dual left turn lane movements as protected-only during the day and protected-permissive overnight. 388 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 31 RECOMMENDED IMPROVEMENTS AND MITIGATION MEASURES Based on the problem areas identified above the following mitigation measures are recommended: Installation of a traffic signal at the intersection of Lyman Boulevard and Sunset Trail at such time that it is warranted, with three northbound lanes to provide future flexibility. Modification to the intersection of Powers Boulevard at Bluff Creek Boulevard to provide full access to the planned site with lane uses outlined previously. Signal optimization at Powers Boulevard at Lyman Boulevard as traffic patterns shift in the future. 389 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 32 CONCLUSION The three study intersections currently operate at acceptable levels of service D or better. In the 2040 future background condition without the proposed development, all intersections will continue to operate at LOS D or better during both peak hours. The subject site is planned to include a mix of residential and retail development, with an assumed potential for additional retail and office in the southeast quadrant. With the SE quadrant, the potential full buildout of the site was calculated to include up to 897 AM peak hour trips and 845 PM peak hour trips, which have been assigned to the three study intersections in this analysis. The intersection of Lyman Boulevard at Sunset Trail is recommended for construction of a signal at an interim stage when approximately 73% of full buildout trip generation occurs to mitigate the LOS F at the northbound approach. With the proposed signal at full build out, the intersection of Lyman Boulevard at Sunset Trail is forecast to operate at LOS C or better on all movements during both the AM and PM peak hours. The intersection of Powers Boulevard at Bluff Creek Boulevard is planned for modifications that will include signal changes and a new eastbound leg. With the planned signal and lane use modifications at Powers Boulevard and Bluff Creek Boulevard it will operate at LOS D or better in all approaches. With full buildout of the Avienda development and optimization of the traffic signal timings, the intersection of Powers Boulevard at Lyman Boulevard will also operate at LOS D or better during both peak hours. The site plan as shown will provide adequate internal circulation for both drivers and pedestrians, as well as adequate ingress and egress sight distance. No undue impact that will not be mitigated by the planned access improvements has been identified by this study. 390 AVIENDA TRAFFIC IMPACT ANALYSIS APPENDIX A STUDY RELATED CORRESPONDENCE AND PRIOR STUDY REFERENCES 391 NOT TO SCALE N Lyman Blvd Audubon RoadPowers Blvd212 Pioneer Trail EXHIBIT 3 EXISTING CONDITIONS PEAK HOUR TRAFFIC VOLUMES LEGEND Existing Intersection Site Location Undeveloped Area AM (PM) Peak Hour Volumes AADT Volumes XX (XX) X,XXX 208 (599) 139 (273) 11 (5) 263 (80) 425 (166) 203 (167) 243 (532) 52 (219) 104 (340) 329 (259) 10 (9) 456 (238) 108 (63) 170 (429) 62 (74) 184 (156) 20 (55) 72 (60) 44 (24) 406 (169) 335 (304) 72 (83) 150 (249) 105 (267) 5 (5) 5 (5) 693 (383) 5 (5) 5 (5) 322 (594) 168 (472) 51 (132) 75 (223) 77 (64) 551 (269) 209 (120) 3 (10) 23 (48) 165 (66) 191 (538) 8 (27) 44 (130) 21 (23) 76 (87) 50 (22) 8 (12) 574 (300) 69 (137) 48 ( 21) 56 ( 23) 74 ( 72)23 ( 68)14 (41)103 ( 90)72 ( 201)103 ( 295) NOT TO SCALE N Lyman Blvd Audubon RoadPowers BlvdPioneer Trail212Sunset TrailEXHIBIT 4 FUTURE YEAR (2022)TRIP GENERATION & DISTRIBUTION SUMMARY 3% LEGEND Site Location Undeveloped Area Site Traffic Distribution Total Site Traffic Inbound/ Outbound)X% XX XX/ XX) 5% 10% 10% 10% 2% 30% 15% Option A Option B Daily 14, 265 9,446 AM Peak 1, 065 620/445) 680 420/260)PM Peak 1, 330 575/755) 865 375/490)Option A Option B Daily 3, 676 4,840 AM Peak 455 345/110) 680 590/90) PM Peak 455 125/330) 650 115/535)Option A Option B Daily 3, 065 3,065 AM Peak 405 355/50) 405 355/50) PM Peak 425 50/375) 425 50/ 375) 1 Barbara Mosier From:Whitney Schroeder <wschroeder@co.carver.mn.us> Sent:Tuesday, May 23, 2023 2:53 PM To:Barbara Mosier Cc:Angie Stenson; Darin Mielke; Bender, George; Howley, Charles; Henricksen, Erik; Jack Johansen; Steven Sabraski; Jeremy Chrzan; Leon Yacoubian Subject:RE: Lyman Blvd at Sunset Trail ICE Report STAY NOTICING:This email is not from someone at Toole Design Group.Use caution when clicking links or opening attachments.Make sure you trust the sender and content. Hi Barbara, I have added my responses to your email below in red.Please let me know if there is anything else you need from me. Thanks! Whitney Schroeder, PE, PTOE | Traffic Engineer Carver County Public Works 11360 Highway 212, Suite 1, Cologne, MN 55322 O: 952.466.5208 | M: 952.254.6918 Email: wschroeder@co.carver.mn.us Web: www.co.carver.mn.us From:Barbara Mosier bmosier@tooledesign.com> Sent:Monday,May 22,2023 4:18 PM To:Whitney Schroeder wschroeder@co.carver.mn.us> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Bender,George gbender@chanhassenmn.gov>;Howley,Charles chowley@chanhassenmn.gov>;Henricksen,Erik ehenricksen@chanhassenmn.gov>;Jack Johansen jjohansen@co.carver.mn.us>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>;Leon Yacoubian lyacoubian@tooledesign.com> Subject:RE:Lyman Blvd at Sunset Trail ICE Report EXTERNAL EMAIL:Do not click any links or open any attachments unless you trust the sender and know the content is safe. Thank you Whitney! I just wanted to verify our understanding of the requirements of this TIA.The couple of items you were going to confirm are highlighted in yellow: We will be performing a TIA analysis as per the Traffic Impact Analysis Guidelines in Appendix A of the August 3,2016 Development Review Process document. Study Area 1. Lyman Blvd at Sunset Trail 2. Lyman Blvd at Powers Blvd 3. Powers Blvd at Bluff Creek 212 SB Ramps Study Scenarios Existing Conditions/No Build Whitney to confirm whether this is unnecessary 394 2 Existing Conditions Yes,necessary Forecasted No Build No,not necessary Future Whitney to confirm that there are not additional planned changes to the lane use at Lyman Blvd/Powers Blvd as in the 2018 memo)that should be assumed in future conditions No expected changes,please use the same configuration as it is currently. Build Years remain as in Lyman Blvd/Sunset Trail ICE Analysis Lyman/Sunset Build Alternatives to remain the same as in ICE,with the addition of either a RIRO or Access Whitney to confirm which Only necessary to analyze the Access with the following movements: o NB SB Lefts restricted o EB WB Lefts allowed o All Rights allowed Base Data,growth methodology,and trip generation may remain the same as in ICE Criteria for concerning"unacceptable"impact LOS D or better on all approaches Travel Demand Management Plan not required for this study. This TIA will incorporate the control alternatives analysis and trigger point”analysis from the ICE study,and address the comments received on the most recent submittal for that study and a separate revised ICE submittal will not be required.This TIA will also fulfill the requirement for an updated trip generation memo at Powers/Bluff Creek/212 SB Ramps.Whitney to Confirm ICE Report for Lyman/Sunset:Yes,an updated ICE Report will still be necessary to submit apart from this TIA.The purpose of this TIA is for the County only,but the ICE report will need State Aid’s approval and signature. 395 3 ICE Report for Powers/Bluff Creek/212 SB Ramps:Pending on the findings of the TIA.As long as the proposed alternative for the intersection doesn’t change significantly from the previously approved ICE Report’s recommendations,an updated ICE Report is not required. Looking forward to confirmation on the highlighted items.Please let me know if there’s anything else above that doesn’t match your expectations. Thank you! Barbara Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic Licensed in MD, VA, DC she/her) TOOLE DESIGN bmosier@tooledesign.com | 301.927.1900 x222 From:Whitney Schroeder wschroeder@co.carver.mn.us> Sent:Thursday,May 18,2023 2:18 PM To:Barbara Mosier bmosier@tooledesign.com> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Bender,George gbender@chanhassenmn.gov>;Howley,Charles chowley@chanhassenmn.gov>;Henricksen,Erik ehenricksen@chanhassenmn.gov>;Jack Johansen jjohansen@co.carver.mn.us>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>;Leon Yacoubian lyacoubian@tooledesign.com> Subject:RE:Lyman Blvd at Sunset Trail ICE Report STAY NOTICING:This email is not from someone at Toole Design Group.Use caution when clicking links or opening attachments.Make sure you trust the sender and content. Hi Barbara, As requested,here is a link to a previously completed TIA for your reference:2021 09 03 24434 Traffic Impact Analysis.pdf Thanks, Whitney Schroeder, PE, PTOE | Traffic Engineer Carver County Public Works 11360 Highway 212, Suite 1, Cologne, MN 55322 O: 952.466.5208 | M: 952.254.6918 Email: wschroeder@co.carver.mn.us Web: www.co.carver.mn.us From:Barbara Mosier bmosier@tooledesign.com> Sent:Tuesday,May 16,2023 11:13 AM To:Whitney Schroeder wschroeder@co.carver.mn.us>;Henricksen,Erik ehenricksen@chanhassenmn.gov>;Jack Johansen jjohansen@co.carver.mn.us>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>;Leon Yacoubian lyacoubian@tooledesign.com> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Bender,George gbender@chanhassenmn.gov>;Howley,Charles chowley@chanhassenmn.gov> Subject:RE:Lyman Blvd at Sunset Trail ICE Report 396 4 EXTERNAL EMAIL:Do not click any links or open any attachments unless you trust the sender and know the content is safe. Hi Whitney Can we schedule a meeting to review your comments,and the TIA scope needs?My schedule is fairly flexible over the next few days outside of 10 1:30 CDT tomorrow or 8 AM Thursday. If you have an example TIA you could provide,that would be helpful so we can make sure we’re formatting everything in the way that would be easiest for you to review. As a starting point I’ve reviewed the TIA requirements here is that the correct guideline document for this? Thank you, Barbara Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic Licensed in MD, VA, DC she/her) TOOLE DESIGN bmosier@tooledesign.com | 301.927.1900 x222 From:Whitney Schroeder wschroeder@co.carver.mn.us> Sent:Thursday,May 4,2023 1:23 PM To:Barbara Mosier bmosier@tooledesign.com>;Henricksen,Erik ehenricksen@chanhassenmn.gov>;Jack Johansen jjohansen@co.carver.mn.us>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>; Leon Yacoubian lyacoubian@tooledesign.com> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Bender,George gbender@chanhassenmn.gov>;Howley,Charles chowley@chanhassenmn.gov> Subject:RE:Lyman Blvd at Sunset Trail ICE Report STAY NOTICING:This email is not from someone at Toole Design Group.Use caution when clicking links or opening attachments.Make sure you trust the sender and content. Barbara, Attached are my comments for the revised ICE report.Please let me know if you have questions or would like to discuss. Thanks, Whitney Schroeder, PE PTOE | Traffic Engineer Carver County Public Works 11360 Highway 212, Suite 1, Cologne, MN 55322 O: 952.466.5208 | M: 952.254.6918 Email: wschroeder@co.carver.mn.us Web: www.co.carver.mn.us From:Barbara Mosier bmosier@tooledesign.com> Sent:Friday,April 28,2023 4:27 PM To:Henricksen,Erik ehenricksen@chanhassenmn.gov>;Jack Johansen jjohansen@co.carver.mn.us>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>;Leon Yacoubian lyacoubian@tooledesign.com> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Whitney Schroeder wschroeder@co.carver.mn.us>;Bender,George gbender@chanhassenmn.gov>;Howley,Charles chowley@chanhassenmn.gov> Subject:RE:Lyman Blvd at Sunset Trail ICE Report 397 5 EXTERNAL EMAIL:Do not click any links or open any attachments unless you trust the sender and know the content is safe. All, Please find at this share link a revised ICE report for Sunset and Lyman,which includes all requested edits,as well as a comment response memo tracking the comments received and changes made. The file size has gotten a bit high with the appendix material,please let me know if you have any issues with the share link. Revised ICE Report Deliverable https://tooledesign.egnyte.com/fl/qE3GsQJUCR Password:s4aoELjG8DyB Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic Licensed in MD, VA, DC she/her) TOOLE DESIGN bmosier@tooledesign.com | 301.927.1900 x222 From:Henricksen,Erik ehenricksen@chanhassenmn.gov> Sent:Monday,April 10,2023 5:19 PM To:Barbara Mosier bmosier@tooledesign.com>;Jack Johansen jjohansen@co.carver.mn.us>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>;Leon Yacoubian lyacoubian@tooledesign.com> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Whitney Schroeder wschroeder@co.carver.mn.us>;Bender,George gbender@chanhassenmn.gov>;Howley,Charles chowley@chanhassenmn.gov> Subject:RE:Lyman Blvd at Sunset Trail ICE Report STAY NOTICING:This email is not from someone at Toole Design Group.Use caution when clicking links or opening attachments.Make sure you trust the sender and content. Barbara, See attached.After you have reviewed the comments the City and County would be open to another virtual meeting to discuss any of them and coordinate next steps with the developer and the ultimate build out. Thank You, Erik Henricksen, PE Project Engineer CITY OF CHANHASSEN PH. 952.227.1165 FX. 952.227.1170 www.ChanhassenMN.gov 398 6 From:Barbara Mosier bmosier@tooledesign.com> Sent:Friday,April 7,2023 9:25 AM To:Jack Johansen jjohansen@co.carver.mn.us>;Henricksen,Erik ehenricksen@chanhassenmn.gov>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>;Leon Yacoubian lyacoubian@tooledesign.com> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Whitney Schroeder wschroeder@co.carver.mn.us> Subject:RE:Lyman Blvd at Sunset Trail ICE Report Thank you for sending your comments.Erik can you confirm whether will Chanhassen also be providing comments? Thank you, Barbara Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic Licensed in MD, VA, DC she/her) TOOLE DESIGN bmosier@tooledesign.com | 301.927.1900 x222 From:Jack Johansen jjohansen@co.carver.mn.us> Sent:Friday,April 7,2023 10:00 AM To:Barbara Mosier bmosier@tooledesign.com>;Henricksen,Erik ehenricksen@chanhassenmn.gov>;Steven Sabraski SSabraski@landform.net>;Jeremy Chrzan jchrzan@tooledesign.com>;Leon Yacoubian lyacoubian@tooledesign.com> Cc:Angie Stenson astenson@co.carver.mn.us>;Darin Mielke dmielke@co.carver.mn.us>;Whitney Schroeder wschroeder@co.carver.mn.us> Subject:RE:Lyman Blvd at Sunset Trail ICE Report Jack Johansen (jjohansen@co.carver.mn.us) has sent you a protected message. Read the message Learn about messages protected by Microsoft Purview Message Encryption. Privacy Statement Learn More on email encryption. Microsoft Corporation, One Microsoft Way, Redmond, WA 98052 399 AVIENDA TRAFFIC IMPACT ANALYSIS APPENDIX B CRASH DATA 400 Year Hour Crash Severity No. Killed No. Vehicles Officer Narrative Lighting Condition Weather Surface Condition 2013 15 Possible Injury Crash 0 2 On 10/24/2013 at 1512 hours, there was a two vehicle personal injury crash near the intersection of CSAH 18 and Sunset Trail in the city of Chanhassen. Unit 1 was traveling eastbound on CSAH 18 and had to brake quickly for the vehicle in front of him. Unit 1 stated he moved into the westbound lane to avoid a crash. Unit 2 was traveling eastbound behind Unit 1. Unit 2 stated she saw the vehicle in front of her stop quickly and she tried to avoid the crash and struck the rear of Unit 1. Unit 1 sustained minor damage to the rear of the vehicle. Unit 2 sustained severe damage to the front. Unit 1 was driven from the scene and reported no injuries. Unit 2 was towed by Shakopee Towing. Driver 2 was checked and cleared by Ridgeview Paramedics. Driver 2 refused transport. No citations were issued for this incident. Daylight Cloudy Dry 2013 7 Property Damage Only Crash 0 1 On 12/04/2013 at 0730 hours there was a single vehicle crash near the intersection of Lyman Blvd. and Sunset Trail in the city of Chanhassen. I noticed a green in color van in the northbound ditch. The vehicle as not occupied and no driver was present. Vehicle is held for resale and I was unable to make contact with the owner of the vehicle. The van entered the ditch and struck a chain link fence causing damage to approximately 4-6 sections of the fence. The vehicle was left at location. The owner of the fence was notified and was given the case number for the incident. Sunrise Snow Snow 2014 19 Property Damage Only Crash 0 1 Unit 1 was Eastbound on Lyman and struck a deer. Vehicle was drivable. No injuries.Dark (Street Lights Off)Rain Wet 2016 14 Property Damage Only Crash 0 1 I observed a vehicle parked on the side of the road with its windshield smashed. I attempted to talk the driver but there was a language barrier. From what I could collect the driver was traveling westbound on Lyman Blvd. when she lost control striking a sign near the intersection of Lyman Blvd and Sunset Blvd. The driver could not say why she lost control of the vehicle. The vehicle sustained moderate damage to the front end and was towed from the scene. Daylight Clear Dry 2021 18 Property Damage Only Crash 0 1 Unit 1 was traveling eastbound on Lyman Blvd near Sunset Trl when a deer struck Unit 1. Unit 1 sustained damage to the rear driver's side door, rear driver's side body panel and rear driver's side tail light.Daylight Clear Dry 401 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX C SYNCHRO REPORTS 402 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION T WO-WAY STOP CONTROLLED 403 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2023 EXISTING CONDITIONS 404 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 352 0 0 758 5000505 Future Volume (vph) 5 352 0 0 758 5000505 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 5 378 0 0 815 5000505 Shared Lane Traffic (%) Lane Group Flow (vph) 5 378 0 0 815 50000100 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 405 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 352 0 0 758 5000505 Future Vol, veh/h 5 352 0 0 758 5000505 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 378 0 0 815 5000505 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 820 0 0 378 0 0 796 1208 189 1014 1203 408 Stage 1 ------388388-815815- Stage 2 ------408820-199388- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 805 - - 1177 - - 278 182 821 193 183 593 Stage 1 ------607607-338389- Stage 2 ------591387-784607- Platoon blocked, % - - - - Mov Cap-1 Maneuver 805 - - 1177 - - 274 181 821 192 182 593 Mov Cap-2 Maneuver ------274181-192182- Stage 1 ------603603-336389- Stage 2 ------586387-779603- Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 17.9 HCM LOS A C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 805 - - 1177 - - 290 HCM Lane V/C Ratio - - - 0.007 -----0.037 HCM Control Delay (s) 0 0 0 9.5 - - 0 - - 17.9 HCM Lane LOS AAAA - -A - -C HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.1 406 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 79 164 115 22 201 79 444 366 48 68 186 118 Future Volume (vph) 79 164 115 22 201 79 444 366 48 68 186 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.401 0.646 0.950 0.950 Satd. Flow (perm) 747 1863 1583 1203 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 52 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 85 176 124 24 216 85 477 394 52 73 200 127 Shared Lane Traffic (%) Lane Group Flow (vph) 85 176 124 24 301 0 477 394 52 73 200 127 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 24.4 19.1 19.1 18.7 12.5 28.5 49.9 49.9 9.7 28.6 28.6 Actuated g/C Ratio 0.24 0.19 0.19 0.19 0.12 0.28 0.50 0.50 0.10 0.29 0.29 v/c Ratio 0.32 0.49 0.25 0.09 0.64 0.49 0.22 0.06 0.43 0.20 0.22 Control Delay 29.7 40.9 1.3 25.5 40.3 29.9 15.3 1.5 49.6 30.1 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 40.9 1.3 25.5 40.3 29.9 15.3 1.5 49.6 30.1 2.9 407 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 25.6 39.3 22.1 25.0 Approach LOS CDCC Queue Length 50th (ft) 41 91 0 11 80 138 81 0 45 52 0 Queue Length 95th (ft) 73 167 0 28 118 169 134 m6 86 90 20 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 279 421 535 283 686 978 1766 872 223 1012 577 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.30 0.42 0.23 0.08 0.44 0.49 0.22 0.06 0.33 0.20 0.22 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 26.1 Intersection LOS: C Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 408 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 114 0 360 0 499 48 57 266 0 Future Volume (vph) 0 0 0 114 0 360 0 499 48 57 266 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1752 3438 1900 Flt Permitted 0.950 0.452 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1599 834 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 458 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 123 0 387 0 537 52 61 286 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 123 0 387 0 537 52 61 286 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 10.0 8.0 69.1 69.1 79.5 79.5 Actuated g/C Ratio 0.10 0.08 0.69 0.69 0.80 0.80 v/c Ratio 0.36 0.71 0.22 0.04 0.08 0.10 Control Delay 44.7 9.6 6.1 0.1 1.1 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 409 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 44.7 9.6 6.1 0.1 1.1 0.9 LOS D A AAAA Approach Delay 18.1 5.6 0.9 Approach LOS B A A Queue Length 50th (ft) 38 0 68 1 2 5 Queue Length 95th (ft) 64 39 61 m0 6 10 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 225 555 Base Capacity (vph) 378 810 2421 1170 727 2733 Starvation Cap Reductn 0 0 0000 Spillback Cap Reductn 0 0 0000 Storage Cap Reductn 0 0 0000 Reduced v/c Ratio 0.33 0.48 0.22 0.04 0.08 0.10 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 8.9 Intersection LOS: A Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 410 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 650 0 0 419 5000505 Future Volume (vph) 5 650 0 0 419 5000505 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 5 699 0 0 451 5000505 Shared Lane Traffic (%) Lane Group Flow (vph) 5 699 0 0 451 50000100 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 28.0% ICU Level of Service A Analysis Period (min) 15 411 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 650 0 0 419 5000505 Future Vol, veh/h 5 650 0 0 419 5000505 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 699 0 0 451 5000505 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 456 0 0 699 0 0 935 1165 350 811 1160 226 Stage 1 ------709709-451451- Stage 2 ------226456-360709- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1101 - - 893 - - 220 193 646 271 194 777 Stage 1 ------391435-557569- Stage 2 ------756567-631435- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1101 - - 893 - - 218 192 646 270 193 777 Mov Cap-2 Maneuver ------218192-270193- Stage 1 ------389433-554569- Stage 2 ------751567-628433- Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 14.2 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 1101 - - 893 - - 401 HCM Lane V/C Ratio - - - 0.005 -----0.027 HCM Control Delay (s) 0 0 0 8.3 - - 0 - - 14.2 HCM Lane LOS AAAA - -A - -B HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.1 412 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 91 272 292 60 171 66 185 332 26 81 469 91 Future Volume (vph) 91 272 292 60 171 66 185 332 26 81 469 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.553 0.337 0.950 0.950 Satd. Flow (perm) 1030 1863 1583 628 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 314 50 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 98 292 314 65 184 71 199 357 28 87 504 98 Shared Lane Traffic (%) Lane Group Flow (vph) 98 292 314 65 255 0 199 357 28 87 504 98 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 27.3 18.9 18.9 24.7 17.6 28.5 44.6 44.6 10.0 23.6 23.6 Actuated g/C Ratio 0.27 0.19 0.19 0.25 0.18 0.28 0.45 0.45 0.10 0.24 0.24 v/c Ratio 0.29 0.83 0.57 0.28 0.40 0.20 0.23 0.04 0.49 0.60 0.19 Control Delay 25.8 59.1 8.4 25.9 30.7 24.1 16.8 0.6 51.7 39.5 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 59.1 8.4 25.9 30.7 24.1 16.8 0.6 51.7 39.5 0.8 413 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS C E A C C C B A D D A Approach Delay 31.8 29.8 18.5 35.5 Approach LOS C C B D Queue Length 50th (ft) 43 176 0 28 59 52 82 1 53 160 0 Queue Length 95th (ft) 79 #293 70 57 97 76 121 0 100 221 1 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 358 391 580 243 686 978 1577 796 221 835 507 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.27 0.75 0.54 0.27 0.37 0.20 0.23 0.04 0.39 0.60 0.19 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 29.3 Intersection LOS: C Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 414 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 372 0 283 0 260 10 239 582 0 Future Volume (vph) 0 0 0 372 0 283 0 260 10 239 582 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1752 3438 1900 Flt Permitted 0.950 0.580 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1070 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 601 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 400 0 304 0 280 11 257 626 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 400 0 304 0 280 11 257 626 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 20.2 18.2 56.3 56.3 69.3 69.3 Actuated g/C Ratio 0.20 0.18 0.56 0.56 0.69 0.69 v/c Ratio 0.58 0.40 0.14 0.01 0.33 0.26 Control Delay 39.9 1.5 10.0 0.0 2.8 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 415 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 39.9 1.5 10.0 0.0 2.8 1.8 LOS D A AAAA Approach Delay 23.3 9.6 2.1 Approach LOS C A A Queue Length 50th (ft) 120 0 43 0 16 21 Queue Length 95th (ft) 167 0 66 m0 17 18 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 225 555 Base Capacity (vph) 694 905 1971 992 788 2381 Starvation Cap Reductn 0 0 0000 Spillback Cap Reductn 0 0 0000 Storage Cap Reductn 0 0 0000 Reduced v/c Ratio 0.58 0.34 0.14 0.01 0.33 0.26 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 416 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 NO BUILD 417 Lanes, Volumes, Timings 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 7 453 0 0 976 0000707 Future Volume (vph) 7 453 0 0 976 0000707 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1863 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1863 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 8 487 0 0 1049 0000808 Shared Lane Traffic (%) Lane Group Flow (vph) 8 487 0 0 1049 00000160 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 418 HCM 6th TWSC 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 2 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 453 0 0 976 0000707 Future Vol, veh/h 7 453 0 0 976 0000707 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 487 0 0 1049 0000808 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1049 0 0 487 0 0 1028 1552 244 1309 1552 525 Stage 1 ------503503-1049 1049 - Stage 2 ------5251049 - 260 503 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 659 - - 1072 - - 188 112 757 117 112 497 Stage 1 ------519540-243303- Stage 2 ------504303-722540- Platoon blocked, % - - - - Mov Cap-1 Maneuver 659 - - 1072 - - 183 111 757 116 111 497 Mov Cap-2 Maneuver ------183111-116111- Stage 1 ------513534-240303- Stage 2 ------496303-713534- Approach EB WB NB SB HCM Control Delay, s 0.2 0 0 25.8 HCM LOS A D Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 659 - - 1072 - - 188 HCM Lane V/C Ratio - - - 0.011 -----0.08 HCM Control Delay (s) 0 0 0 10.5 - - 0 - - 25.8 HCM Lane LOS AAAB - -A - -D HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.3 419 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 231 162 28 259 101 572 472 62 87 239 152 Future Volume (vph) 111 231 162 28 259 101 572 472 62 87 239 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.320 0.584 0.950 0.950 Satd. Flow (perm) 596 1863 1583 1088 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 51 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 119 248 174 30 278 109 615 508 67 94 257 163 Shared Lane Traffic (%) Lane Group Flow (vph) 119 248 174 30 387 0 615 508 67 94 257 163 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.1 21.9 21.9 22.3 14.9 28.5 44.2 44.2 10.3 23.4 23.4 Actuated g/C Ratio 0.29 0.22 0.22 0.22 0.15 0.28 0.44 0.44 0.10 0.23 0.23 v/c Ratio 0.43 0.61 0.33 0.11 0.70 0.63 0.33 0.08 0.52 0.31 0.32 Control Delay 29.7 42.8 3.4 23.8 41.9 31.9 17.8 1.6 52.4 34.1 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 42.8 3.4 23.8 41.9 31.9 17.8 1.6 52.4 34.1 6.5 420 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 27.3 40.6 24.2 28.7 Approach LOS CDCC Queue Length 50th (ft) 56 150 0 13 108 189 122 1 58 72 0 Queue Length 95th (ft) 94 228 23 32 151 250 180 m12 107 115 47 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 285 419 534 311 685 978 1562 790 221 828 505 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.42 0.59 0.33 0.10 0.56 0.63 0.33 0.08 0.43 0.31 0.32 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 28.3 Intersection LOS: C Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 421 Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 146 0 463 0 642 0 73 342 0 Future Volume (vph) 0 0 0 146 0 463 0 642 0 73 342 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1881 1752 3438 1900 Flt Permitted 0.950 0.369 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1881 681 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 425 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 157 0 498 0 690 0 78 368 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 157 0 498 0 690 0 78 368 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 15.5 13.5 63.6 74.0 74.0 Actuated g/C Ratio 0.16 0.14 0.64 0.74 0.74 v/c Ratio 0.30 0.87 0.31 0.13 0.14 Control Delay 36.8 23.7 10.1 2.5 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 422 Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 36.8 23.7 10.1 2.5 1.6 LOS D C B A A Approach Delay 26.8 10.1 1.8 Approach LOS C B A Queue Length 50th (ft) 47 45 100 3 8 Queue Length 95th (ft) 63 151 174 11 20 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 555 Base Capacity (vph) 553 788 2228 578 2543 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.28 0.63 0.31 0.13 0.14 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 14.2 Intersection LOS: B Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 423 Lanes, Volumes, Timings 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 7 837 0 0 539 7000707 Future Volume (vph) 7 837 0 0 539 7000707 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 8 900 0 0 580 8000808 Shared Lane Traffic (%) Lane Group Flow (vph) 8 900 0 0 580 80000160 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15 424 HCM 6th TWSC 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 837 0 0 539 7000707 Future Vol, veh/h 7 837 0 0 539 7000707 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 900 0 0 580 8000808 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 588 0 0 900 0 0 1206 1504 450 1046 1496 290 Stage 1 ------916916-580580- Stage 2 ------290588-466916- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 983 - - 751 - - 139 120 556 183 122 707 Stage 1 ------293349-467498- Stage 2 ------694494-546349- Platoon blocked, % - - - - Mov Cap-1 Maneuver 983 - - 751 - - 137 119 556 182 121 707 Mov Cap-2 Maneuver ------137119-182121- Stage 1 ------291346-463498- Stage 2 ------687494-542346- Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 18.1 HCM LOS A C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 983 - - 751 - - 289 HCM Lane V/C Ratio - - - 0.008 -----0.052 HCM Control Delay (s) 0 0 0 8.7 - - 0 - - 18.1 HCM Lane LOS AAAA - -A - -C HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.2 425 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 351 376 77 220 85 238 428 34 104 604 89 Future Volume (vph) 117 351 376 77 220 85 238 428 34 104 604 89 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.442 0.218 0.950 0.950 Satd. Flow (perm) 823 1863 1583 406 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 404 49 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 126 377 404 83 237 91 256 460 37 112 649 96 Shared Lane Traffic (%) Lane Group Flow (vph) 126 377 404 83 328 0 256 460 37 112 649 96 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 30.1 21.4 21.4 25.9 17.6 28.5 38.7 38.7 10.7 20.9 20.9 Actuated g/C Ratio 0.30 0.21 0.21 0.26 0.18 0.28 0.39 0.39 0.11 0.21 0.21 v/c Ratio 0.38 0.95 0.62 0.42 0.52 0.26 0.34 0.05 0.59 0.88 0.20 Control Delay 26.8 74.0 8.1 29.3 34.2 23.2 18.2 1.0 55.2 54.2 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.8 74.0 8.1 29.3 34.2 23.2 18.2 1.0 55.2 54.2 1.0 426 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACC CBAEDA Approach Delay 38.1 33.2 19.0 48.3 Approach LOS D C B D Queue Length 50th (ft) 55 240 0 35 83 68 111 1 68 219 0 Queue Length 95th (ft) 98 #422 81 70 127 95 154 m2 123 #338 0 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 340 398 656 210 695 978 1369 713 221 740 469 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.37 0.95 0.62 0.40 0.47 0.26 0.34 0.05 0.51 0.88 0.20 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 35.5 Intersection LOS: D Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 427 Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 479 0 365 0 335 13 308 749 0 Future Volume (vph) 0 0 0 479 0 365 0 335 13 308 749 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1752 3438 1900 Flt Permitted 0.950 0.537 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1599 991 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 538 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 515 0 392 0 360 14 331 805 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 515 0 392 0 360 14 331 805 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 27.7 25.7 48.8 48.8 61.8 61.8 Actuated g/C Ratio 0.28 0.26 0.49 0.49 0.62 0.62 v/c Ratio 0.54 0.50 0.21 0.02 0.50 0.38 Control Delay 34.4 2.3 13.6 0.0 6.7 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 428 Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 34.4 2.3 13.6 0.0 6.7 2.9 LOS C A BAAA Approach Delay 20.6 13.1 4.0 Approach LOS C B A Queue Length 50th (ft) 150 0 62 0 26 33 Queue Length 95th (ft) 206 0 87 m0 m34 m27 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 225 555 Base Capacity (vph) 951 868 1709 889 665 2123 Starvation Cap Reductn 0 0 0000 Spillback Cap Reductn 0 0 0000 Storage Cap Reductn 0 0 0000 Reduced v/c Ratio 0.54 0.45 0.21 0.02 0.50 0.38 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.54 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 429 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2025 BUILD – RESIDENTIAL ONLY 430 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 6 363 12 7 781 6 36 0 21 6 0 6 Future Volume (vph) 6 363 12 7 781 6 36 0 21 6 0 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 6 390 13 8 840 6 39 0 23 6 0 6 Shared Lane Traffic (%) Lane Group Flow (vph) 6 390 13 8 840 6 39 0 23 0 12 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.4% ICU Level of Service A Analysis Period (min) 15 431 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 363 12 7 781 6 36 0 21 6 0 6 Future Vol, veh/h 6 363 12 7 781 6 36 0 21 6 0 6 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 390 13 8 840 6 39 0 23 6 0 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 846 0 0 403 0 0 838 1264 195 1063 1271 420 Stage 1 ------402402-856856- Stage 2 ------436862-207415- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 787 - - 1152 - - 259 168 814 177 167 582 Stage 1 ------596599-319373- Stage 2 ------569370-776591- Platoon blocked, % - - - - Mov Cap-1 Maneuver 787 - - 1152 - - 253 165 814 170 164 582 Mov Cap-2 Maneuver ------253165-170164- Stage 1 ------591594-316370- Stage 2 ------559367-749586- Approach EB WB NB SB HCM Control Delay, s 0.2 0.1 17.3 19.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 253 - 814 787 - - 1152 - - 263 HCM Lane V/C Ratio 0.153 - 0.028 0.008 - - 0.007 - - 0.049 HCM Control Delay (s) 21.8 0 9.5 9.6 - - 8.1 - - 19.4 HCM Lane LOS C A A A - - A - - C HCM 95th %tile Q(veh) 0.5 - 0.1 0 - - 0 - - 0.2 432 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 169 118 23 211 81 457 398 50 70 199 126 Future Volume (vph) 81 169 118 23 211 81 457 398 50 70 199 126 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.390 0.643 0.950 0.950 Satd. Flow (perm) 726 1863 1583 1198 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 50 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 87 182 127 25 227 87 491 428 54 75 214 135 Shared Lane Traffic (%) Lane Group Flow (vph) 87 182 127 25 314 0 491 428 54 75 214 135 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 24.8 19.6 19.6 19.1 12.9 28.5 49.4 49.4 9.8 28.1 28.1 Actuated g/C Ratio 0.25 0.20 0.20 0.19 0.13 0.28 0.49 0.49 0.10 0.28 0.28 v/c Ratio 0.33 0.50 0.26 0.10 0.65 0.50 0.25 0.06 0.44 0.22 0.24 Control Delay 29.5 40.6 1.3 25.2 40.9 27.5 13.2 1.2 49.7 30.6 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 40.6 1.3 25.2 40.9 27.5 13.2 1.2 49.7 30.6 3.4 433 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 25.5 39.8 19.7 25.3 Approach LOS C D B C Queue Length 50th (ft) 42 94 0 12 85 143 93 1 46 57 0 Queue Length 95th (ft) 74 172 0 29 124 177 151 m10 88 95 27 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 279 425 537 287 684 978 1746 864 223 995 571 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.31 0.43 0.24 0.09 0.46 0.50 0.25 0.06 0.34 0.22 0.24 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 25.1 Intersection LOS: C Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 434 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 11 105 117 22 371 18 514 11 59 274 7 Future Volume (vph) 21 11 105 117 22 371 18 514 11 59 274 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.909 0.950 0.499 0.445 Satd. Flow (perm) 1693 1863 1583 3433 1900 1509 948 3505 1599 821 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 399 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 23 12 113 126 24 399 19 553 12 63 295 8 Shared Lane Traffic (%) Lane Group Flow (vph) 23 12 113 126 24 399 19 553 12 63 295 8 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 8.0 7.0 7.0 10.3 16.4 16.4 56.3 56.3 56.3 61.4 61.4 61.4 Actuated g/C Ratio 0.08 0.07 0.07 0.10 0.16 0.16 0.56 0.56 0.56 0.61 0.61 0.61 v/c Ratio 0.16 0.09 0.34 0.36 0.08 0.69 0.03 0.28 0.01 0.11 0.14 0.01 Control Delay 45.9 45.3 2.8 43.3 37.0 10.9 12.1 12.7 0.0 4.6 3.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 435 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 45.9 45.3 2.8 43.3 37.0 10.9 12.1 12.7 0.0 4.6 3.7 0.0 LOS DDADDBBBAAAA Approach Delay 13.0 19.5 12.5 3.8 Approach LOS BBBA Queue Length 50th (ft) 14 7 0 39 13 0 5 95 0 4 10 0 Queue Length 95th (ft) 39 25 0 61 36 87 m15 143 m0 20 34 0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 140 568 646 412 636 770 619 1971 992 569 2112 1074 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.16 0.02 0.17 0.31 0.04 0.52 0.03 0.28 0.01 0.11 0.14 0.01 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 436 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 6 669 30 18 431 6 20 0 12 6 0 6 Future Volume (vph) 6 669 30 18 431 6 20 0 12 6 0 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 6 719 32 19 463 6 22 0 13 6 0 6 Shared Lane Traffic (%) Lane Group Flow (vph) 6 719 32 19 463 6 22 0 13 0 12 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15 437 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 669 30 18 431 6 20 0 12 6 0 6 Future Vol, veh/h 6 669 30 18 431 6 20 0 12 6 0 6 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 719 32 19 463 6 22 0 13 6 0 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 469 0 0 751 0 0 1001 1238 360 873 1264 232 Stage 1 ------731731-501501- Stage 2 ------270507-372763- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1089 - - 854 - - 197 174 637 244 168 770 Stage 1 ------379425-521541- Stage 2 ------713538-621411- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1089 - - 854 - - 191 169 637 234 163 770 Mov Cap-2 Maneuver ------191169-234163- Stage 1 ------377422-518529- Stage 2 ------691526-605409- Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 20.4 15.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 191 - 637 1089 - - 854 - - 359 HCM Lane V/C Ratio 0.113 - 0.02 0.006 - - 0.023 - - 0.036 HCM Control Delay (s) 26.2 0 10.8 8.3 - - 9.3 - - 15.4 HCM Lane LOS D A B A - - A - - C HCM 95th %tile Q(veh) 0.4 - 0.1 0 - - 0.1 - - 0.1 438 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 280 301 62 185 68 190 354 27 83 501 80 Future Volume (vph) 93 280 301 62 185 68 190 354 27 83 501 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.960 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3398 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.542 0.323 0.950 0.950 Satd. Flow (perm) 1010 1863 1583 602 3398 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 324 46 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 100 301 324 67 199 73 204 381 29 89 539 86 Shared Lane Traffic (%) Lane Group Flow (vph) 100 301 324 67 272 0 204 381 29 89 539 86 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 27.6 19.2 19.2 25.1 18.0 28.5 44.1 44.1 10.1 23.2 23.2 Actuated g/C Ratio 0.28 0.19 0.19 0.25 0.18 0.28 0.44 0.44 0.10 0.23 0.23 v/c Ratio 0.29 0.84 0.57 0.29 0.42 0.21 0.24 0.04 0.50 0.66 0.17 Control Delay 25.8 59.8 8.3 26.1 31.9 23.2 16.1 0.7 51.8 41.1 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 59.8 8.3 26.1 31.9 23.2 16.1 0.7 51.8 41.1 0.7 439 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS C E A C C C B A D D A Approach Delay 32.1 30.7 17.8 37.6 Approach LOS C C B D Queue Length 50th (ft) 43 181 0 28 65 54 90 1 55 175 0 Queue Length 95th (ft) 81 #306 72 58 106 84 140 m2 102 #255 0 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 358 392 589 241 689 978 1561 790 221 822 502 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.28 0.77 0.55 0.28 0.39 0.21 0.24 0.04 0.40 0.66 0.17 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 440 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 6 59 383 54 292 45 268 10 247 599 18 Future Volume (vph) 12 6 59 383 54 292 45 268 10 247 599 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.930 0.950 0.256 0.575 Satd. Flow (perm) 1732 1863 1583 3433 1900 1509 486 3505 1599 1061 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 314 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 13 6 63 412 58 314 48 288 11 266 644 19 Shared Lane Traffic (%) Lane Group Flow (vph) 13 6 63 412 58 314 48 288 11 266 644 19 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 7.5 7.0 7.0 21.0 26.8 26.8 45.5 45.5 45.5 50.2 50.2 50.2 Actuated g/C Ratio 0.08 0.07 0.07 0.21 0.27 0.27 0.46 0.46 0.46 0.50 0.50 0.50 v/c Ratio 0.10 0.05 0.19 0.57 0.11 0.50 0.15 0.18 0.01 0.46 0.37 0.02 Control Delay 44.5 44.3 1.3 39.2 28.8 6.7 16.8 16.4 0.0 8.4 5.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 441 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 44.5 44.3 1.3 39.2 28.8 6.7 16.8 16.4 0.0 8.4 5.9 0.1 LOS DDADCABBAAAA Approach Delay 11.3 25.4 15.9 6.5 Approach LOS B C B A Queue Length 50th (ft) 8 4 0 123 26 0 17 54 0 44 57 0 Queue Length 95th (ft) 27 17 0 171 65 72 m31 78 m0 67 75 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 136 568 646 722 636 714 352 1593 843 580 1724 916 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.10 0.01 0.10 0.57 0.09 0.44 0.14 0.18 0.01 0.46 0.37 0.02 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 15.1 Intersection LOS: B Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 442 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH OUT SE QUADRANT 443 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Future Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 488 82 48 1049 9 94 0 55 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 488 82 48 1049 9 94 0 55 0 18 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15 444 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 2 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 454 76 45 976 8 87 0 51 8 0 8 Future Vol, veh/h 8 454 76 45 976 8 87 0 51 8 0 8 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 488 82 48 1049 9 94 0 55 9 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1058 0 0 570 0 0 1127 1660 244 1407 1733 525 Stage 1 ------506506-1145 1145 - Stage 2 ------6211154 - 262 588 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 654 - - 999 - - 159 96 757 99 87 497 Stage 1 ------517538-212272- Stage 2 ------442270-720494- Platoon blocked, % - - - - Mov Cap-1 Maneuver 654 - - 999 - - 149 90 757 88 82 497 Mov Cap-2 Maneuver ------14990-8882- Stage 1 ------510530-209259- Stage 2 ------413257-659487- Approach EB WB NB SB HCM Control Delay, s 0.2 0.4 43.5 32.1 HCM LOS E D Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 149 - 757 654 - - 999 - - 150 HCM Lane V/C Ratio 0.628 - 0.072 0.013 - - 0.048 - - 0.115 HCM Control Delay (s) 63.1 0 10.1 10.6 - - 8.8 - - 32.1 HCM Lane LOS F A B B - - A - - D HCM 95th %tile Q(veh) 3.4 - 0.2 0 - - 0.2 - - 0.4 445 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Future Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.960 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3398 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.300 0.579 0.950 0.950 Satd. Flow (perm) 559 1863 1583 1079 3398 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 45 164 188 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 137 255 159 31 302 109 614 562 68 95 284 188 Shared Lane Traffic (%) Lane Group Flow (vph) 137 255 159 31 411 0 614 562 68 95 284 188 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.9 22.7 22.7 22.8 15.4 28.5 43.3 43.3 10.3 22.6 22.6 Actuated g/C Ratio 0.30 0.23 0.23 0.23 0.15 0.28 0.43 0.43 0.10 0.23 0.23 v/c Ratio 0.50 0.60 0.30 0.11 0.73 0.63 0.37 0.09 0.52 0.36 0.37 Control Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 446 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADDA Approach Delay 27.9 42.2 20.6 28.9 Approach LOS CDCC Queue Length 50th (ft) 64 153 0 14 118 191 143 2 58 81 0 Queue Length 95th (ft) 107 235 13 33 164 252 129 m0 108 126 58 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 282 429 541 315 682 978 1531 778 221 799 503 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.49 0.59 0.29 0.10 0.60 0.63 0.37 0.09 0.43 0.36 0.37 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 27.1 Intersection LOS: C Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 447 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Future Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.436 0.389 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 828 3505 1599 718 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 275 387 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Shared Lane Traffic (%) Lane Group Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 9.3 8.3 8.3 15.7 18.8 18.8 49.5 49.5 49.5 44.5 44.5 44.5 Actuated g/C Ratio 0.09 0.08 0.08 0.16 0.19 0.19 0.50 0.50 0.50 0.44 0.44 0.44 v/c Ratio 0.32 0.18 0.72 0.29 0.40 0.84 0.24 0.40 0.02 0.20 0.24 0.06 Control Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 448 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 LOS DDBDDCBBABAA Approach Delay 23.3 27.7 18.4 7.7 Approach LOS C C B A Queue Length 50th (ft) 34 17 0 46 86 68 41 132 0 13 31 0 Queue Length 95th (ft) 68 42 74 67 118 172 m88 222 m0 34 61 0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 174 568 673 569 636 762 514 1736 899 391 1528 836 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.05 0.41 0.28 0.23 0.65 0.23 0.40 0.02 0.20 0.24 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 449 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Future Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 899 71 42 580 9 56 0 33 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 899 71 42 580 9 56 0 33 0 18 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 450 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 836 66 39 539 8 52 0 31 8 0 8 Future Vol, veh/h 8 836 66 39 539 8 52 0 31 8 0 8 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 899 71 42 580 9 56 0 33 9 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 589 0 0 970 0 0 1291 1590 450 1132 1652 290 Stage 1 ------917917-664664- Stage 2 ------374673-468988- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 982 - - 706 - - 121 107 556 158 98 707 Stage 1 ------293349-416456- Stage 2 ------619452-545323- Platoon blocked, % - - - - Mov Cap-1 Maneuver 982 - - 706 - - 113 100 556 141 91 707 Mov Cap-2 Maneuver ------113100-14191- Stage 1 ------290346-412429- Stage 2 ------575425-508320- Approach EB WB NB SB HCM Control Delay, s 0.1 0.7 45 21.5 HCM LOS E C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 113 - 556 982 - - 706 - - 235 HCM Lane V/C Ratio 0.495 - 0.06 0.009 - - 0.059 - - 0.073 HCM Control Delay (s) 64.7 0 11.9 8.7 - - 10.4 - - 21.5 HCM Lane LOS F A B A - - B - - C HCM 95th %tile Q(veh) 2.2 - 0.2 0 - - 0.2 - - 0.2 451 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Future Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.419 0.207 0.950 0.950 Satd. Flow (perm) 780 1863 1583 386 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 404 43 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 142 392 404 84 258 91 256 492 37 112 637 116 Shared Lane Traffic (%) Lane Group Flow (vph) 142 392 404 84 349 0 256 492 37 112 637 116 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 31.1 22.2 22.2 26.4 18.1 28.5 37.9 37.9 10.7 20.1 20.1 Actuated g/C Ratio 0.31 0.22 0.22 0.26 0.18 0.28 0.38 0.38 0.11 0.20 0.20 v/c Ratio 0.43 0.95 0.61 0.43 0.54 0.26 0.37 0.05 0.59 0.89 0.25 Control Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 452 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACD CBAEEA Approach Delay 38.4 34.3 18.4 49.1 Approach LOS D C B D Queue Length 50th (ft) 63 ~252 0 36 92 70 128 1 68 214 0 Queue Length 95th (ft) 110 #443 81 70 138 102 178 m3 123 #330 13 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 337 412 665 208 688 978 1341 702 221 712 458 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.42 0.95 0.61 0.40 0.51 0.26 0.37 0.05 0.51 0.89 0.25 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 453 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Future Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.153 0.537 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 291 3505 1599 991 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 392 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Shared Lane Traffic (%) Lane Group Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 8.0 7.0 7.0 26.9 30.8 30.8 37.1 37.1 37.1 37.3 37.3 37.3 Actuated g/C Ratio 0.08 0.07 0.07 0.27 0.31 0.31 0.37 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.22 0.12 0.50 0.56 0.22 0.53 0.42 0.28 0.02 0.79 0.63 0.06 Control Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 454 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 LOS DDADCACCACBA Approach Delay 16.0 23.5 21.3 14.2 Approach LOS B C C B Queue Length 50th (ft) 20 10 0 150 65 0 40 81 0 71 92 0 Queue Length 95th (ft) 51 31 17 206 118 78 m69 107 m0 m#113 m122 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 149 568 646 924 697 802 266 1299 726 422 1282 735 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.22 0.03 0.26 0.56 0.18 0.49 0.39 0.28 0.02 0.79 0.63 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 455 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION SIGNAL – OPTION 1 456 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH OUT SE QUADRANT 457 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Future Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.223 0.465 0.746 0.926 Satd. Flow (perm) 415 3539 1583 866 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 82 18 400 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 488 82 48 1049 9 94 0 55 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 488 82 48 1049 9 94 0 55 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.03 0.22 0.08 0.09 0.47 0.01 0.25 0.08 0.04 Control Delay 6.9 7.5 1.8 7.2 9.7 1.6 27.8 0.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.9 7.5 1.8 7.2 9.7 1.6 27.8 0.2 11.2 LOS AAAAAAC A B Approach Delay 6.7 9.6 17.6 11.2 Approach LOS AABB 458 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 56 0 10 150 0 42 0 0 Queue Length 95th (ft) 8 79 15 24 194 3 83 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 260 2221 1024 543 2221 1000 378 722 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.03 0.22 0.08 0.09 0.47 0.01 0.25 0.08 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 9.3 Intersection LOS: A Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard 459 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Future Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.960 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3398 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.300 0.579 0.950 0.950 Satd. Flow (perm) 559 1863 1583 1079 3398 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 45 164 188 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 137 255 159 31 302 109 614 562 68 95 284 188 Shared Lane Traffic (%) Lane Group Flow (vph) 137 255 159 31 411 0 614 562 68 95 284 188 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.9 22.7 22.7 22.8 15.4 28.5 43.3 43.3 10.3 22.6 22.6 Actuated g/C Ratio 0.30 0.23 0.23 0.23 0.15 0.28 0.43 0.43 0.10 0.23 0.23 v/c Ratio 0.50 0.60 0.30 0.11 0.73 0.63 0.37 0.09 0.52 0.36 0.37 Control Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 460 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADDA Approach Delay 27.9 42.2 20.6 28.9 Approach LOS CDCC Queue Length 50th (ft) 64 153 0 14 118 191 143 2 58 81 0 Queue Length 95th (ft) 107 235 13 33 164 252 129 m0 108 126 58 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 282 429 541 315 682 978 1531 778 221 799 503 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.49 0.59 0.29 0.10 0.60 0.63 0.37 0.09 0.43 0.36 0.37 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 27.1 Intersection LOS: C Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 461 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Future Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.436 0.389 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 828 3505 1599 718 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 275 387 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Shared Lane Traffic (%) Lane Group Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 9.3 8.3 8.3 15.7 18.8 18.8 49.5 49.5 49.5 44.5 44.5 44.5 Actuated g/C Ratio 0.09 0.08 0.08 0.16 0.19 0.19 0.50 0.50 0.50 0.44 0.44 0.44 v/c Ratio 0.32 0.18 0.72 0.29 0.40 0.84 0.24 0.40 0.02 0.20 0.24 0.06 Control Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 462 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 LOS DDBDDCBBABAA Approach Delay 23.3 27.7 18.4 7.7 Approach LOS C C B A Queue Length 50th (ft) 34 17 0 46 86 68 41 132 0 13 31 0 Queue Length 95th (ft) 68 42 74 67 118 172 m88 222 m0 34 61 0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 174 568 673 569 636 762 514 1736 899 391 1528 836 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.05 0.41 0.28 0.23 0.65 0.23 0.40 0.02 0.20 0.24 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 463 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Future Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.416 0.275 0.746 0.926 Satd. Flow (perm) 775 3539 1583 512 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 71 18 166 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 899 71 42 580 9 56 0 33 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 899 71 42 580 9 56 0 33 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.02 0.40 0.07 0.13 0.26 0.01 0.15 0.06 0.04 Control Delay 6.5 9.0 1.9 8.1 7.8 1.6 26.2 0.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 9.0 1.9 8.1 7.8 1.6 26.2 0.2 11.2 LOS AAAAAAC A B Approach Delay 8.5 7.8 16.6 11.2 Approach LOS AABB 464 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 121 0 9 70 0 24 0 0 Queue Length 95th (ft) 7 158 14 23 95 3 55 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 486 2221 1020 321 2221 1000 378 551 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.02 0.40 0.07 0.13 0.26 0.01 0.15 0.06 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard 465 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Future Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.419 0.207 0.950 0.950 Satd. Flow (perm) 780 1863 1583 386 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 404 43 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 142 392 404 84 258 91 256 492 37 112 637 116 Shared Lane Traffic (%) Lane Group Flow (vph) 142 392 404 84 349 0 256 492 37 112 637 116 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 31.1 22.2 22.2 26.4 18.1 28.5 37.9 37.9 10.7 20.1 20.1 Actuated g/C Ratio 0.31 0.22 0.22 0.26 0.18 0.28 0.38 0.38 0.11 0.20 0.20 v/c Ratio 0.43 0.95 0.61 0.43 0.54 0.26 0.37 0.05 0.59 0.89 0.25 Control Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 466 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACD CBAEEA Approach Delay 38.4 34.3 18.4 49.1 Approach LOS D C B D Queue Length 50th (ft) 63 ~252 0 36 92 70 128 1 68 214 0 Queue Length 95th (ft) 110 #443 81 70 138 102 178 m3 123 #330 13 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 337 412 665 208 688 978 1341 702 221 712 458 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.42 0.95 0.61 0.40 0.51 0.26 0.37 0.05 0.51 0.89 0.25 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 467 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Future Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.153 0.537 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 291 3505 1599 991 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 392 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Shared Lane Traffic (%) Lane Group Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 8.0 7.0 7.0 26.9 30.8 30.8 37.1 37.1 37.1 37.3 37.3 37.3 Actuated g/C Ratio 0.08 0.07 0.07 0.27 0.31 0.31 0.37 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.22 0.12 0.50 0.56 0.22 0.53 0.42 0.28 0.02 0.79 0.63 0.06 Control Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 468 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 LOS DDADCACCACBA Approach Delay 16.0 23.5 21.3 14.2 Approach LOS B C C B Queue Length 50th (ft) 20 10 0 150 65 0 40 81 0 71 92 0 Queue Length 95th (ft) 51 31 17 206 118 78 m69 107 m0 m#113 m122 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 149 568 646 924 697 802 266 1299 726 422 1282 735 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.22 0.03 0.26 0.56 0.18 0.49 0.39 0.28 0.02 0.79 0.63 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 469 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH SE QUADRANT 470 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 454 110 65 976 8 81 0 48 8 0 8 Future Volume (vph) 8 454 110 65 976 8 81 0 48 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.223 0.465 0.746 0.926 Satd. Flow (perm) 415 3539 1583 866 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 118 18 400 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 488 118 70 1049 9 87 0 52 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 488 118 70 1049 9 87 0 52 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.03 0.22 0.11 0.13 0.47 0.01 0.23 0.07 0.04 Control Delay 6.9 7.5 1.6 7.6 9.7 1.6 27.5 0.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.9 7.5 1.6 7.6 9.7 1.6 27.5 0.2 11.2 LOS AAAAAAC A B Approach Delay 6.4 9.5 17.3 11.2 Approach LOS AABB 471 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 56 0 15 150 0 38 0 0 Queue Length 95th (ft) 8 79 18 32 194 3 78 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 260 2221 1037 543 2221 1000 378 722 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.03 0.22 0.11 0.13 0.47 0.01 0.23 0.07 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 9.1 Intersection LOS: A Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard 472 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Future Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.298 0.600 0.950 0.950 Satd. Flow (perm) 555 1863 1583 1118 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 43 164 226 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 116 241 170 31 313 109 614 558 68 95 258 233 Shared Lane Traffic (%) Lane Group Flow (vph) 116 241 170 31 422 0 614 558 68 95 258 233 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.8 22.6 22.6 23.0 15.7 28.5 43.4 43.4 10.3 22.7 22.7 Actuated g/C Ratio 0.30 0.23 0.23 0.23 0.16 0.28 0.43 0.43 0.10 0.23 0.23 v/c Ratio 0.43 0.57 0.32 0.11 0.74 0.63 0.36 0.09 0.52 0.32 0.44 Control Delay 29.3 41.1 3.1 23.4 44.1 27.7 14.5 0.4 52.4 34.7 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.3 41.1 3.1 23.4 44.1 27.7 14.5 0.4 52.4 34.7 8.2 473 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 26.2 42.7 20.2 27.1 Approach LOS CDCC Queue Length 50th (ft) 53 143 0 14 122 191 142 2 58 73 4 Queue Length 95th (ft) 92 222 21 33 169 251 125 m0 108 115 69 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 281 426 539 324 681 978 1535 779 221 803 534 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.41 0.57 0.32 0.10 0.62 0.63 0.36 0.09 0.43 0.32 0.44 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 474 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 48 24 238 146 194 464 161 643 14 74 343 65 Future Volume (vph) 48 24 238 146 194 464 161 643 14 74 343 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.428 0.389 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 813 3505 1599 718 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 256 389 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 52 26 256 157 209 499 173 691 15 80 369 70 Shared Lane Traffic (%) Lane Group Flow (vph) 52 26 256 157 209 499 173 691 15 80 369 70 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 9.2 8.2 8.2 16.7 19.6 19.6 48.7 48.7 48.7 42.4 42.4 42.4 Actuated g/C Ratio 0.09 0.08 0.08 0.17 0.20 0.20 0.49 0.49 0.49 0.42 0.42 0.42 v/c Ratio 0.30 0.17 0.70 0.27 0.56 0.82 0.35 0.41 0.02 0.21 0.25 0.09 Control Delay 46.4 44.2 16.6 35.5 41.3 20.4 19.7 19.4 0.0 12.5 10.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 475 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.4 44.2 16.6 35.5 41.3 20.4 19.7 19.4 0.0 12.5 10.3 0.2 LOS DDBDDCBBABBA Approach Delay 23.4 28.2 19.1 9.3 Approach LOS C C B A Queue Length 50th (ft) 32 16 0 45 129 66 61 133 0 15 37 1 Queue Length 95th (ft) 66 40 73 67 167 170 m125 224 m0 39 72 1 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 171 568 660 597 636 764 508 1705 887 377 1458 807 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.30 0.05 0.39 0.26 0.33 0.65 0.34 0.41 0.02 0.21 0.25 0.09 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 476 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - AM SE_Mitigation Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Future Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.347 0.528 0.950 0.950 Satd. Flow (perm) 646 1863 1583 984 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 46 164 215 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 116 241 170 31 313 109 614 558 68 95 258 233 Shared Lane Traffic (%) Lane Group Flow (vph) 116 241 170 31 422 0 614 558 68 95 258 233 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 11.0 31.5 31.5 10.5 31.0 27.0 40.6 40.6 17.4 31.0 31.0 Total Split (%) 11.0% 31.5% 31.5% 10.5% 31.0% 27.0% 40.6% 40.6% 17.4% 31.0% 31.0% Maximum Green (s) 5.5 24.5 24.5 5.0 24.0 21.5 34.1 34.1 11.9 24.5 24.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 26.7 21.9 21.9 23.7 17.2 21.5 45.0 45.0 10.3 31.3 31.3 Actuated g/C Ratio 0.27 0.22 0.22 0.24 0.17 0.22 0.45 0.45 0.10 0.31 0.31 v/c Ratio 0.50 0.59 0.32 0.11 0.68 0.83 0.35 0.08 0.52 0.23 0.36 Control Delay 33.8 42.0 3.1 24.3 39.7 41.0 12.8 0.3 52.3 27.3 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 42.0 3.1 24.3 39.7 41.0 12.8 0.3 52.3 27.3 7.1 477 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - AM SE_Mitigation Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD DBADCA Approach Delay 27.7 38.6 26.1 23.3 Approach LOS CDCC Queue Length 50th (ft) 56 147 0 14 119 204 138 1 58 63 8 Queue Length 95th (ft) 91 214 20 33 158 #286 119 m1 108 105 69 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 234 458 562 272 851 738 1592 802 214 1108 643 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.50 0.53 0.30 0.11 0.50 0.83 0.35 0.08 0.44 0.23 0.36 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 27.8 Intersection LOS: C Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 478 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 836 90 53 539 8 97 0 57 8 0 8 Future Volume (vph) 8 836 90 53 539 8 97 0 57 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.416 0.275 0.746 0.926 Satd. Flow (perm) 775 3539 1583 512 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 97 18 166 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 899 97 57 580 9 104 0 61 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 899 97 57 580 9 104 0 61 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.02 0.40 0.09 0.18 0.26 0.01 0.28 0.11 0.04 Control Delay 6.5 9.0 1.7 8.7 7.8 1.6 28.2 0.4 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 9.0 1.7 8.7 7.8 1.6 28.2 0.4 11.2 LOS AAAAAAC A B Approach Delay 8.3 7.8 17.9 11.2 Approach LOS AABB 479 Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 121 0 12 70 0 46 0 0 Queue Length 95th (ft) 7 158 17 31 95 3 91 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 486 2221 1029 321 2221 1000 378 551 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.02 0.40 0.09 0.18 0.26 0.01 0.28 0.11 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 9.0 Intersection LOS: A Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard 480 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Future Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3405 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.416 0.203 0.950 0.950 Satd. Flow (perm) 775 1863 1583 378 3405 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 429 42 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 134 399 429 84 265 91 256 522 37 112 649 152 Shared Lane Traffic (%) Lane Group Flow (vph) 134 399 429 84 356 0 256 522 37 112 649 152 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 31.4 22.5 22.5 26.9 18.6 28.5 37.6 37.6 10.7 19.8 19.8 Actuated g/C Ratio 0.31 0.22 0.22 0.27 0.19 0.28 0.38 0.38 0.11 0.20 0.20 v/c Ratio 0.41 0.95 0.62 0.43 0.53 0.26 0.39 0.05 0.59 0.93 0.34 Control Delay 27.0 73.8 7.9 29.4 35.4 22.3 18.3 0.2 55.2 61.3 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 73.8 7.9 29.4 35.4 22.3 18.3 0.2 55.2 61.3 6.0 481 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACD CBAEEA Approach Delay 37.9 34.3 18.8 51.3 Approach LOS D C B D Queue Length 50th (ft) 59 ~264 0 36 95 70 144 1 68 219 0 Queue Length 95th (ft) 104 #454 84 70 141 98 162 m0 123 #338 40 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 339 419 688 209 689 978 1329 696 221 699 453 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.40 0.95 0.62 0.40 0.52 0.26 0.39 0.05 0.51 0.93 0.34 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 36.3 Intersection LOS: D Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 482 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 29 285 479 158 365 132 335 13 309 749 53 Future Volume (vph) 57 29 285 479 158 365 132 335 13 309 749 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.169 0.537 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 321 3505 1599 991 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 286 392 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 61 31 306 515 170 392 142 360 14 332 805 57 Shared Lane Traffic (%) Lane Group Flow (vph) 61 31 306 515 170 392 142 360 14 332 805 57 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 10.2 9.2 9.2 27.0 30.9 30.9 34.8 34.8 34.8 31.6 31.6 31.6 Actuated g/C Ratio 0.10 0.09 0.09 0.27 0.31 0.31 0.35 0.35 0.35 0.32 0.32 0.32 v/c Ratio 0.32 0.18 0.76 0.56 0.29 0.53 0.54 0.29 0.02 0.91 0.74 0.09 Control Delay 45.1 42.7 19.2 34.9 29.3 5.7 31.7 23.1 0.1 38.0 15.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 483 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 45.1 42.7 19.2 34.9 29.3 5.7 31.7 23.1 0.1 38.0 15.9 0.2 LOS DDBCCACCADBA Approach Delay 25.0 23.4 24.8 21.3 Approach LOS CCCC Queue Length 50th (ft) 38 19 12 150 90 0 58 81 0 72 93 0 Queue Length 95th (ft) 71 44 92 206 134 64 m114 120 m0 m#172 m131 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 189 568 681 926 678 791 272 1221 695 366 1087 656 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.05 0.45 0.56 0.25 0.50 0.52 0.29 0.02 0.91 0.74 0.09 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.0 Intersection LOS: C Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB 484 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - PM SE _Mitigation Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Future Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3405 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.453 0.275 0.950 0.950 Satd. Flow (perm) 844 1863 1583 512 3405 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 396 48 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 134 399 429 84 265 91 256 522 37 112 649 152 Shared Lane Traffic (%) Lane Group Flow (vph) 134 399 429 84 356 0 256 522 37 112 649 152 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 12.3 37.0 37.0 11.0 35.7 17.0 33.6 33.6 18.4 35.0 35.0 Total Split (%) 12.3% 37.0% 37.0% 11.0% 35.7% 17.0% 33.6% 33.6% 18.4% 35.0% 35.0% Maximum Green (s) 6.8 30.0 30.0 5.5 28.7 11.5 27.1 27.1 12.9 28.5 28.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 33.4 26.5 26.5 29.9 23.0 11.5 34.8 34.8 10.9 34.2 34.2 Actuated g/C Ratio 0.33 0.26 0.26 0.30 0.23 0.12 0.35 0.35 0.11 0.34 0.34 v/c Ratio 0.39 0.81 0.60 0.38 0.43 0.65 0.42 0.06 0.58 0.54 0.23 Control Delay 23.7 47.7 8.0 24.2 28.8 41.9 20.3 0.2 54.4 30.0 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.7 47.7 8.0 24.2 28.8 41.9 20.3 0.2 54.4 30.0 3.9 485 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - PM SE _Mitigation Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACC DCADCA Approach Delay 26.7 27.9 26.2 28.7 Approach LOS CCCC Queue Length 50th (ft) 55 237 16 33 84 83 139 0 68 181 0 Queue Length 95th (ft) 91 334 95 62 121 125 198 m0 123 251 34 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 345 558 752 222 1011 394 1233 658 228 1211 656 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.39 0.72 0.57 0.38 0.35 0.65 0.42 0.06 0.49 0.54 0.23 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 27.3 Intersection LOS: C Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard 486 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX D SIGNAL WARRANT WORKSHEETS 487 Begin End EB WB NB SB 12:00 AM 1:00 AM 63 32 2 0 1:00 AM 2:00 AM 30 16 1 0 2:00 AM 3:00 AM 134 12 4 0 Project #:3:00 AM 4:00 AM 24 25 1 0 Project Name:4:00 AM 5:00 AM 73 64 2 0 Analyst:5:00 AM 6:00 AM 63 265 2 2 Date:6:00 AM 7:00 AM 249 456 7 3 File:7:00 AM 8:00 AM 355 659 10 5 8:00 AM 9:00 AM 408 794 12 6 Intersection:9:00 AM 10:00 AM 358 464 10 4 Scenario:10:00 AM 11:00 AM 304 300 9 2 11:00 AM 12:00 PM 437 373 13 3 12:00 PM 1:00 PM 590 513 17 4 1:00 PM 2:00 PM 389 562 11 4 2:00 PM 3:00 PM 482 418 14 3 Warrant Name Analyzed?Met?3:00 PM 4:00 PM 595 487 17 4 1 Eight-Hour Vehicular Volume Yes No 4:00 PM 5:00 PM 810 470 23 4 2 Four-Hour Vehicular volume Yes No 5:00 PM 6:00 PM 705 605 20 5 3 Peak Hour Yes No 6:00 PM 7:00 PM 442 495 13 4 4 Pedestrian Volume No -7:00 PM 8:00 PM 266 285 8 2 5 School Crossing No -8:00 PM 9:00 PM 286 201 8 2 6 Coordinated Signal System No -9:00 PM 10:00 PM 162 190 5 1 7 Crash Experience Yes 10:00 PM 11:00 PM 166 131 5 1 8 Roadway Network No -11:00 PM 12:00 AM 75 49 2 0 Begin End EB WB NB SB Volume Adjustment Factor =1.0 12:00 AM 1:00 AM 63 32 2 0 North-South Approach =Minor 1:00 AM 2:00 AM 30 16 1 0 East-West Approach =Major 2:00 AM 3:00 AM 134 12 4 0 Major Street Thru Lanes =2 3:00 AM 4:00 AM 24 25 1 0 Minor Street Thru Lanes =1 4:00 AM 5:00 AM 73 64 2 0 Speed > 40 mph?No 5:00 AM 6:00 AM 63 265 2 2 Population < 10,000?No 6:00 AM 7:00 AM 249 456 7 3 Warrant Factor 100%7:00 AM 8:00 AM 355 659 10 5 Peak Hour or Daily Count?Daily 8:00 AM 9:00 AM 408 794 12 6 9:00 AM 10:00 AM 358 464 10 4 10:00 AM 11:00 AM 304 300 9 2 11:00 AM 12:00 PM 437 373 13 3 12:00 PM 1:00 PM 590 513 17 4 1:00 PM 2:00 PM 389 562 11 4 2:00 PM 3:00 PM 482 418 14 3 3:00 PM 4:00 PM 595 487 17 4 4:00 PM 5:00 PM 810 470 23 4 5:00 PM 6:00 PM 705 605 20 5 6:00 PM 7:00 PM 442 495 13 4 7:00 PM 8:00 PM 266 285 8 2 8:00 PM 9:00 PM 286 201 8 2 9:00 PM 10:00 PM 162 190 5 1 10:00 PM 11:00 PM 166 131 5 1 11:00 PM 12:00 AM 75 49 2 0 Input Parameters Raw Traffic Volumes Hour Major Street Minor Street Hour Major Street Minor Street Analysis Traffic Volumes Lyman Blvd at Sunset Trail Warrant Summary 2025 Build Residential Only Avienda Developmen BJM 6/16/2023 H:\80000\80090_P_Avienda Final Roadway Plans\01 Intersection Control Evaluation (ICE) Report\Lyman Blvd at Sunset Trl\2023 Updated Contract\Round 3\Signal Warrant\[Sunset Signal Warrant Warrant Summary 488 Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 13001400Higher Minor StreetCombined Major Street Warrant #2 -Four- Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 200 300 400 500 600 700 800900 1000Higher Minor StreetCombined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #2 - 4 HR ( Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 17001800Higher Minor StreetCombined Major Street Warrant #3 -Peak Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 11001200 1300Higher Minor StreetCombined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #3 - Peak HR ( Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (7:00 am) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 176 327 794 704 6 5 10 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 5 0 5 Variable Conflicting major-road volume (Vc9), veh/h: 15 648 5 10 0 6 Right-turn geometry on minor-road: Volume 337 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 492 Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (8:00 AM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 202 394 779 664 7 6 12 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12 ), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 6 0 6 Variable Conflicting major-road volume (Vc9), veh/h: 18 781 6 12 0 7 Right-turn geometry on minor-road: Volume 387 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 494 Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (4:00 PM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 402 233 659 760 14 4 23 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 4 0 4 Variable Conflicting major-road volume (Vc9), veh/h: 35 463 4 23 0 14 Right-turn geometry on minor-road: Volume 768 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 496 Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (5:00 pm) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 350 300 690 720 12 5 20 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 5 0 5 Variable Conflicting major-road volume (Vc9), veh/h: 30 595 5 20 0 12 Right-turn geometry on minor-road: Volume 669 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 498 Begin End EB WB NB SB 12:00 AM 1:00 AM 82 42 9 0 1:00 AM 2:00 AM 39 21 4 0 2:00 AM 3:00 AM 176 16 19 0 Project #:3:00 AM 4:00 AM 31 33 3 0 Project Name:4:00 AM 5:00 AM 96 85 10 1 Analyst:5:00 AM 6:00 AM 82 350 9 3 Date:6:00 AM 7:00 AM 326 602 35 5 File:7:00 AM 8:00 AM 465 871 50 7 8:00 AM 9:00 AM 534 1049 57 8 Intersection:9:00 AM 10:00 AM 468 612 50 5 Scenario:10:00 AM 11:00 AM 398 397 43 3 11:00 AM 12:00 PM 573 493 61 4 12:00 PM 1:00 PM 772 677 83 5 1:00 PM 2:00 PM 509 742 55 6 2:00 PM 3:00 PM 631 552 68 4 Warrant Name Analyzed?Met?3:00 PM 4:00 PM 779 643 83 5 1 Eight-Hour Vehicular Volume Yes No 4:00 PM 5:00 PM 1061 621 114 5 2 Four-Hour Vehicular volume Yes Yes 5:00 PM 6:00 PM 924 799 99 6 3 Peak Hour Yes Yes 6:00 PM 7:00 PM 579 653 62 5 4 Pedestrian Volume No -7:00 PM 8:00 PM 348 376 37 3 5 School Crossing No -8:00 PM 9:00 PM 375 265 40 2 6 Coordinated Signal System No -9:00 PM 10:00 PM 213 251 23 2 7 Crash Experience Yes 10:00 PM 11:00 PM 217 174 23 1 8 Roadway Network No -11:00 PM 12:00 AM 98 65 10 0 Begin End EB WB NB SB Volume Adjustment Factor =1.0 12:00 AM 1:00 AM 82 42 9 0 North-South Approach =Minor 1:00 AM 2:00 AM 39 21 4 0 East-West Approach =Major 2:00 AM 3:00 AM 176 16 19 0 Major Street Thru Lanes =2 3:00 AM 4:00 AM 31 33 3 0 Minor Street Thru Lanes =1 4:00 AM 5:00 AM 96 85 10 1 Speed > 40 mph?No 5:00 AM 6:00 AM 82 350 9 3 Population < 10,000?No 6:00 AM 7:00 AM 326 602 35 5 Warrant Factor 100%7:00 AM 8:00 AM 465 871 50 7 Peak Hour or Daily Count?Daily 8:00 AM 9:00 AM 534 1049 57 8 9:00 AM 10:00 AM 468 612 50 5 10:00 AM 11:00 AM 398 397 43 3 11:00 AM 12:00 PM 573 493 61 4 12:00 PM 1:00 PM 772 677 83 5 1:00 PM 2:00 PM 509 742 55 6 2:00 PM 3:00 PM 631 552 68 4 3:00 PM 4:00 PM 779 643 83 5 4:00 PM 5:00 PM 1061 621 114 5 5:00 PM 6:00 PM 924 799 99 6 6:00 PM 7:00 PM 579 653 62 5 7:00 PM 8:00 PM 348 376 37 3 8:00 PM 9:00 PM 375 265 40 2 9:00 PM 10:00 PM 213 251 23 2 10:00 PM 11:00 PM 217 174 23 1 11:00 PM 12:00 AM 98 65 10 0 Input Parameters Raw Traffic Volumes Hour Major Street Minor Street Hour Major Street Minor Street Analysis Traffic Volumes Lyman Blvd at Sunset Trail Warrant Summary 2040 Build with SE Quadrant Avienda Development BJM 6/16/2023 H:\80000\80090_P_Avienda Final Roadway Plans\01 Intersection Control Evaluation (ICE) Report\Lyman Blvd at Sunset Trl\2023 Updated Contract\Round 3\Signal Warrant\[Sunset Signal Warrant Warrant Summary 499 Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 13001400Higher Minor StreetCombined Major Street Warrant #2 -Four- Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 200 300 400 500 600 700 800900 1000Higher Minor StreetCombined Major Street Warrant #2 - Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #2 - 4 HR ( Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 17001800Higher Minor StreetCombined Major Street Warrant #3 -Peak Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 11001200 1300Higher Minor StreetCombined Major Street Warrant #3 - Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #3 - Peak HR ( Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (7:00 am) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 230 408 762 655 30 7 50 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 7 0 7 Variable Conflicting major-road volume (Vc9), veh/h: 40 810 7 50 0 30 Right-turn geometry on minor-road: Volume 421 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 503 Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (8:00 AM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 265 492 741 605 34 8 57 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 8 0 8 Variable Conflicting major-road volume (Vc9), veh/h: 46 976 8 57 0 34 Right-turn geometry on minor-road: Volume 483 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 505 Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (4:00 PM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 526 291 585 725 68 5 114 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 5 0 5 Variable Conflicting major-road volume (Vc9), veh/h: 92 578 5 114 0 68 Right-turn geometry on minor-road: Volume 960 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 507 Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (5:00 pm) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 458 375 625 675 59 6 99 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 6 0 6 Variable Conflicting major-road volume (Vc9), veh/h: 80 743 6 99 0 59 Right-turn geometry on minor-road: Volume 836 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 16001800Minor- Road Right-Turn Volume Reduction, veh/ hConflicting Major -Road Volume, veh/h Right- turn bay provided. Shared laneapproach. 1 23 1 2 3Lanes on major-road serving confl. volume. 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided 0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road 509 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX E AVERAGE ANNUAL DAILY TRAFFIC 510 Lyman Blvd Lyman Blvd Lyman Blvd Powers Blvd Powers Blvd East of Powers Blvd West of Powers Blvd West of Audubon North of Lyman Blvd South of Lyman Blvd 1994 - 5200 6400 7100 - 1997 1150 - - - - 1998 - 7300 9000 5900 - 1999 2300 - - - - 2000 - 8300 9700 6800 - 2001 2900 - - - - 2003 3250 13000 15000 14200 - 2005 2850 11100 13400 13200 - 2007 2900 12000 15300 14500 - 2009 2700 8800 11300 10600 7400 2011 2450 8200 8600 8900 9300 2012 - 8800 9400 - 8600 2013 2850 - - 10000 - 2014 - 9700 - - - 2015 4000 - 14600 9600 13600 2017 3850 20000 13000 9300 11300 2019 4150 - 11900 9900 - 2021 4007 - - - - AADT Year 511 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX F FACTORED VOLUMES 512 LYMAN BLVD 24 DAILY COUNT FACTORS - FROM CARVER COUNTY EB Factor WB Factor Total 12:00 AM 44.5 0.089 23 0.04007 67.5 1:00 AM 21 0.042 11.5 0.020035 32.5 2:00 AM 95 0.19 8.5 0.014808 103.5 3:00 AM 17 0.034 18 0.031359 35 4:00 AM 52 0.104 46.5 0.08101 98.5 5:00 AM 44.5 0.089 191.5 0.333624 236 6:00 AM 176.5 0.353 329.5 0.574042 506 7:00 AM 251.5 0.503 476.5 0.830139 728 8:00 AM 289 0.578 574 1 863 9:00 AM 253.5 0.507 335 0.583624 588.5 10:00 AM 215.5 0.431 217 0.378049 432.5 11:00 AM 310 0.62 269.5 0.469512 579.5 12:00 PM 418 0.836 370.5 0.64547 788.5 1:00 PM 275.5 0.551 406 0.707317 681.5 2:00 PM 341.5 0.683 302 0.526132 643.5 3:00 PM 421.5 0.843 352 0.61324 773.5 4:00 PM 574 1.148 340 0.592334 914 5:00 PM 500 1 437 0.761324 937 6:00 PM 313.5 0.627 357.5 0.622822 671 7:00 PM 188.5 0.377 206 0.358885 394.5 8:00 PM 203 0.406 145 0.252613 348 9:00 PM 115 0.23 137.5 0.239547 252.5 10:00 PM 117.5 0.235 95 0.165505 212.5 11:00 PM 53 0.106 35.5 0.061847 88.5 Volume Totals 5291 5684.5 10975.5 Average Daily Traffic (ADT)5291 513 Factored Volume at Sunset Trail - 2025 Build Without SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 60 6 1 31 0 0 0 0 5 0 3 1:00 AM 0 28 3 1 16 0 0 0 0 2 0 1 2:00 AM 1 127 12 1 12 0 0 0 0 10 0 6 3:00 AM 0 23 2 1 24 0 0 0 0 2 0 1 4:00 AM 1 70 7 3 63 0 0 0 0 6 0 3 5:00 AM 1 60 6 12 261 2 2 0 2 5 0 3 6:00 AM 2 236 23 21 448 3 3 0 3 19 0 11 7:00 AM 3 337 32 30 648 5 5 0 5 27 0 16 8:00 AM 3 387 37 36 781 6 6 0 6 31 0 18 9:00 AM 3 339 32 21 456 4 4 0 4 27 0 16 10:00 AM 3 288 27 14 295 2 2 0 2 23 0 13 11:00 AM 4 415 40 17 367 3 3 0 3 33 0 19 12:00 PM 5 559 53 23 504 4 4 0 4 44 0 26 1:00 PM 3 369 35 25 552 4 4 0 4 29 0 17 2:00 PM 4 457 44 19 411 3 3 0 3 36 0 21 3:00 PM 5 564 54 22 479 4 4 0 4 45 0 26 4:00 PM 7 768 73 21 463 4 4 0 4 61 0 36 5:00 PM 6 669 64 27 595 5 5 0 5 53 0 31 6:00 PM 4 419 40 22 486 4 4 0 4 33 0 20 7:00 PM 2 252 24 13 280 2 2 0 2 20 0 12 8:00 PM 2 272 26 9 197 2 2 0 2 22 0 13 9:00 PM 1 154 15 9 187 1 1 0 1 12 0 7 10:00 PM 1 157 15 6 129 1 1 0 1 12 0 7 11:00 PM 1 71 7 2 48 0 0 0 0 6 0 3 Volume Totals 63.492 7079.358 674.9878 354.4193 7734.485 59.41986 59.41986 0 59.41986 561.6353 0 330.3737 Factored Volume at Sunset Trail - 2025 Build With SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 60 6 2 31 0 0 0 0 7 0 4 1:00 AM 0 28 3 1 16 0 0 0 0 3 0 2 2:00 AM 1 127 12 1 12 0 0 0 0 15 0 9 3:00 AM 0 23 2 2 24 0 0 0 0 3 0 2 4:00 AM 1 70 7 4 63 0 0 0 0 8 0 5 5:00 AM 1 60 6 17 261 2 2 0 2 7 0 4 6:00 AM 2 236 23 30 448 3 3 0 3 28 0 17 7:00 AM 3 337 32 43 648 5 5 0 5 40 0 24 8:00 AM 3 387 37 52 781 6 6 0 6 46 0 27 9:00 AM 3 339 32 30 456 4 4 0 4 40 0 24 10:00 AM 3 288 28 20 295 2 2 0 2 34 0 20 11:00 AM 4 415 40 24 367 3 3 0 3 49 0 29 12:00 PM 5 559 54 33 504 4 4 0 4 67 0 39 1:00 PM 3 369 35 37 552 4 4 0 4 44 0 26 2:00 PM 4 457 44 27 411 3 3 0 3 54 0 32 3:00 PM 5 564 54 32 479 4 4 0 4 67 0 39 4:00 PM 7 768 73 31 463 4 4 0 4 91 0 54 5:00 PM 6 669 64 39 595 5 5 0 5 80 0 47 6:00 PM 4 419 40 32 486 4 4 0 4 50 0 29 7:00 PM 2 252 24 19 280 2 2 0 2 30 0 18 8:00 PM 2 272 26 13 197 2 2 0 2 32 0 19 9:00 PM 1 154 15 12 187 1 1 0 1 18 0 11 10:00 PM 1 157 15 9 129 1 1 0 1 19 0 11 11:00 PM 1 71 7 3 48 0 0 0 0 8 0 5 Volume Totals 63.492 7079.358 677.4851 511.4182 7734.485 59.41986 59.41986 0 59.41986 841.8146 0 495.185 EB WB SB NB EB WB SB NB 1 514 Factored Volume at Sunset Trail - 2025 Build Residential Only Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 60 3 0 31 0 0 0 0 2 0 1 1:00 AM 0 28 1 0 16 0 0 0 0 1 0 0 2:00 AM 1 127 6 0 12 0 0 0 0 4 0 2 3:00 AM 0 23 1 0 24 0 0 0 0 1 0 0 4:00 AM 1 70 3 1 63 0 0 0 0 2 0 1 5:00 AM 1 60 3 2 261 2 2 0 2 2 0 1 6:00 AM 2 236 11 4 448 3 3 0 3 7 0 4 7:00 AM 3 337 15 6 648 5 5 0 5 10 0 6 8:00 AM 3 387 18 7 781 6 6 0 6 12 0 7 9:00 AM 3 339 15 4 456 4 4 0 4 10 0 6 10:00 AM 3 288 13 3 295 2 2 0 2 9 0 5 11:00 AM 4 415 19 3 367 3 3 0 3 13 0 7 12:00 PM 5 559 25 5 504 4 4 0 4 17 0 10 1:00 PM 3 369 17 5 552 4 4 0 4 11 0 7 2:00 PM 4 457 21 4 411 3 3 0 3 14 0 8 3:00 PM 5 564 26 4 479 4 4 0 4 17 0 10 4:00 PM 7 768 35 4 463 4 4 0 4 23 0 14 5:00 PM 6 669 30 6 595 5 5 0 5 20 0 12 6:00 PM 4 419 19 5 486 4 4 0 4 13 0 7 7:00 PM 2 252 11 3 280 2 2 0 2 8 0 4 8:00 PM 2 272 12 2 197 2 2 0 2 8 0 5 9:00 PM 1 154 7 2 187 1 1 0 1 5 0 3 10:00 PM 1 157 7 1 129 1 1 0 1 5 0 3 11:00 PM 1 71 3 0 48 0 0 0 0 2 0 1 Volume Totals 63.492 7079.358 322.5158 71.56023 7734.485 59.41986 59.41986 0 59.41986 213.7123 0 125.7131 EB WB SB NB 1 515 Factored Volume at Sunset Trail - 2040 Build Without SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 74 7 2 39 0 0 0 0 6 0 3 1:00 AM 0 35 3 1 20 0 0 0 0 3 0 2 2:00 AM 2 159 15 1 14 0 0 0 0 13 0 7 3:00 AM 0 28 3 1 31 0 0 0 0 2 0 1 4:00 AM 1 87 8 4 79 1 1 0 1 7 0 4 5:00 AM 1 74 7 15 326 3 3 0 3 6 0 3 6:00 AM 3 295 28 26 560 5 5 0 5 23 0 14 7:00 AM 4 421 40 37 810 7 7 0 7 33 0 20 8:00 AM 5 483 46 45 976 8 8 0 8 38 0 23 9:00 AM 4 424 41 26 570 5 5 0 5 33 0 20 10:00 AM 3 360 34 17 369 3 3 0 3 28 0 17 11:00 AM 5 518 50 21 458 4 4 0 4 41 0 24 12:00 PM 7 699 67 29 630 5 5 0 5 55 0 33 1:00 PM 4 461 44 32 690 6 6 0 6 36 0 21 2:00 PM 5 571 55 24 514 4 4 0 4 45 0 27 3:00 PM 7 705 67 28 599 5 5 0 5 56 0 33 4:00 PM 9 960 92 27 578 5 5 0 5 76 0 45 5:00 PM 8 836 80 34 743 6 6 0 6 66 0 39 6:00 PM 5 524 50 28 608 5 5 0 5 41 0 24 7:00 PM 3 315 30 16 350 3 3 0 3 25 0 15 8:00 PM 3 339 32 11 247 2 2 0 2 27 0 16 9:00 PM 2 192 18 11 234 2 2 0 2 15 0 9 10:00 PM 2 196 19 7 162 1 1 0 1 16 0 9 11:00 PM 1 89 8 3 60 0 0 0 0 7 0 4 Volume Totals 84.656 8846.552 846.56 445.649 9665.631 79.22648 79.22648 0 79.22648 698.412 0 412.698 Factored Volume at Sunset Trail - 2040 Build With SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 74 7 3 39 0 0 0 0 9 0 5 1:00 AM 0 35 3 1 20 0 0 0 0 4 0 2 2:00 AM 2 159 15 1 14 0 0 0 0 19 0 11 3:00 AM 0 28 3 2 31 0 0 0 0 3 0 2 4:00 AM 1 87 8 5 79 1 1 0 1 10 0 6 5:00 AM 1 74 7 22 326 3 3 0 3 9 0 5 6:00 AM 3 295 28 37 560 5 5 0 5 35 0 21 7:00 AM 4 421 40 54 810 7 7 0 7 50 0 30 8:00 AM 5 483 46 65 976 8 8 0 8 57 0 34 9:00 AM 4 424 41 38 570 5 5 0 5 50 0 30 10:00 AM 3 360 34 25 369 3 3 0 3 43 0 25 11:00 AM 5 518 50 31 458 4 4 0 4 61 0 37 12:00 PM 7 699 67 42 630 5 5 0 5 83 0 49 1:00 PM 4 461 44 46 690 6 6 0 6 55 0 33 2:00 PM 5 571 55 34 514 4 4 0 4 68 0 40 3:00 PM 7 705 67 40 599 5 5 0 5 83 0 50 4:00 PM 9 960 92 39 578 5 5 0 5 114 0 68 5:00 PM 8 836 80 49 743 6 6 0 6 99 0 59 6:00 PM 5 524 50 40 608 5 5 0 5 62 0 37 7:00 PM 3 315 30 23 350 3 3 0 3 37 0 22 8:00 PM 3 339 32 16 247 2 2 0 2 40 0 24 9:00 PM 2 192 18 16 234 2 2 0 2 23 0 14 10:00 PM 2 196 19 11 162 1 1 0 1 23 0 14 11:00 PM 1 89 8 4 60 0 0 0 0 10 0 6 Volume Totals 84.656 8846.552 846.56 643.7152 9665.631 79.22648 79.22648 0 79.22648 1047.618 0 624.338 WB SB NB WB SBNBEB EB 1 516 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX G NCHRP 8-51 WORKSHEETS 517 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH SE QUADRANT 518 Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout with SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 150,000 SF 237.2575721 209 28 Retail 820 167,000 SF 232.08 144 88 Restaurant 932 28,000 SF 267.96 147 121 Cinema/Entertainment 0 - - 0 Residential 221, 220, 252 417, 92, 300 DU 283.24 72 211 Hotel 310 100 Rooms 42.55 24 19 All Other Land Uses2 565 10,000 SF 110 58 52 Total 1173.087572 654.4411634 518.6464086 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 1.00 0% 0% 1.00 0% 0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 8 18 0 0 Retail 8 11 1 0 Restaurant 29 12 4 1 Cinema/Entertainment 0 0 0 0 0 Residential 4 2 29 0 Hotel 6 3 2 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,173 654 519 Office 22% 93% Internal Capture Percentage 24% 21% 27% Retail 17% 23% Restaurant 41% 38% External Vehicle-Trips3 897 516 381 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 7% 17% External Non-Motorized Trips4 0 0 0 Hotel 4% 58% NCHRP 8-51 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-TripsLandUse Avienda Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To) Origin (From) Origin (From) Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Estimation Tool Developed by the Texas Transportation Institute Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 4Person-Trips Indicates computation that has been rounded to the nearest whole number. Chanhassen, MN AM Street Peak Hour Toole Design MM 3/20/2023 2022 519 Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout with SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 150,000 SF 232.485369 40 193 Retail 820 167,000 SF 816.4417305 392 425 Restaurant 932 28,000 SF 253.4 155 99 Cinema/Entertainment 0 Residential 221, 220, 252 417, 92, 300 DU 298.08 179 119 Hotel 310 100 Rooms 46.11 24 23 All Other Land Uses2 565 10,000 SF 111.2 52 59 Total 1757.7171 841.0496434 916.6674562 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 31 3 4 0 Retail 9 45 82 4 Restaurant 3 41 18 7 Cinema/Entertainment 0 0 0 0 0 Residential 5 39 22 3 Hotel 0 4 8 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,760 842 918 Office 43% 20% Internal Capture Percentage 37% 39% 36% Retail 29% 33% Restaurant 50% 70% External Vehicle-Trips3 1,104 514 590 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 58% 58% External Non-Motorized Trips4 0 0 0 Hotel 58% 52% NCHRP 8-51 Internal Trip Capture Estimation Tool Avienda Toole Design Chanhassen, MN MM 2022 PM Street Peak Hour 3/20/2023 Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From) Destination (To) Cinema/Entertainment Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From) Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Estimation Tool Developed by the Texas Transportation Institute 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P Indicates computation that has been rounded to the nearest whole number. 520 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH OUT SE QUADRANT 521 Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout without SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 - SF 0 0 0 Retail 820 151,000 SF 222.64 138 85 Restaurant 932 28,000 SF 267.96 147 121 Cinema/Entertainment 0 - - 0 Residential 221, 220, 252 417, 92, 300 DU 283.24 72 211 Hotel 310 - Rooms 0 0 0 All Other Land Uses2 565 10,000 SF 110 58 52 Total 883.84 415.9737 467.8663 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 1.00 0% 0% 1.00 0% 0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 11 1 0 Restaurant 0 11 4 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 2 29 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 884 415 469 Office N/A N/A Internal Capture Percentage 13% 14% 12% Retail 9% 14% Restaurant 27% 12% External Vehicle-Trips3 768 357 411 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 7% 15% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A Chanhassen, MN AM Street Peak Hour Toole Design MM 3/20/2023 2022 Estimation Tool Developed by the Texas Transportation Institute Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 4Person-Trips Indicates computation that has been rounded to the nearest whole number. Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To) Origin (From) Origin (From) Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) NCHRP 8-51 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-TripsLandUse Avienda 522 Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout without SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 - SF 0 0 0 Retail 820 151,000 SF 759.3338096 364 395 Restaurant 932 28,000 SF 253.4 155 99 Cinema/Entertainment 0 Residential 221, 220, 252 417, 92, 300 DU 298.08 179 119 Hotel 310 - Rooms 0 0 0 All Other Land Uses2 565 10,000 SF 111.2 52 59 Total 1422.01381 750.5992286 671.414581 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 45 82 0 Restaurant 0 41 18 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 36 22 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,422 750 672 Office N/A N/A Internal Capture Percentage 34% 33% 36% Retail 21% 32% Restaurant 43% 60% External Vehicle-Trips3 934 506 428 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 56% 49% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P Indicates computation that has been rounded to the nearest whole number. Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Estimation Tool Developed by the Texas Transportation Institute 0 0 0 Origin (From) Destination (To) Cinema/Entertainment 0 0 Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From) Destination (To) Cinema/Entertainment Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) 2022 PM Street Peak Hour 3/20/2023 Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips NCHRP 8-51 Internal Trip Capture Estimation Tool Avienda Toole Design Chanhassen, MN MM 523 CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICB STATE OF MINNESOTA) ss COUNTY OF CARVER ) I, Kim T. Meuwissen, being first duly sworn, on oath deposes that she is and was on July 6, 2023,the duly qualified and acting City Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy of the attached notice to consider a request for a Site Plan Review, Vacation, and a Preliminary Plat for 53 Rowhomes located at the SW Corner of Powers and Lyman Boulevards. Property Owner: Level T Development, Applicant: Landform Professional Services .LLC. to the persons named on attached Exhibit A", by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Kim City Clerk to before me 2023 JENNIFER ANN POTTER Notary Public-Minnesota My Commission Expiros Jan 31' 2027 Public 524 Subject Parcel Disclaimer This map is neither a legally recorded map nor a suNey and is not intended to be used as one. This map is a compilation of records, information and data located in various city' county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geographic lnformation System (GlS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational' tracking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The preceding disclaimer is provided pursuant to Minnesota Statutes 5466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnify, and hold harmless the City from any and all claims brought by User, its employees or agents, or third parties which arise out of the use/s access or use of data provided. Tax_nameD Tax_add_!l> Tax_add_|2> Subject Parcel Disclaimer This map is neither a legally recorded map nor a survey and is not intended to be used as one. This map is a compilation of records, information and data located in various city, county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geographic lnformation System (GlS) Data used to prepare this map are error free, and the City does not represent that the Gls Data can be used for navigational, tracking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. The preceding disclaimer is provided pursuant to Minnesota Statutes 5466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnify, and hold harmless the City from any and all claims brought by User, its employees or agents, or third parties which arise out of the use/s access or use of data provided. Next Record><Tax_nameD Tax_add_ll> aTax_add_!2> r r sq f.t r JI IiJJ lrt N II r: l- Er l', { r 525 Notice of Public Hearing Chanhassen Plan Commission Tuesday, June 20, 2023, at 6:00 p.m. This hearing may not start until later in the evening, depending on the order ofthe agenQe. Date & Time: Location:7700 Market Blvd.City Hall Council Chambers, Proposal: Landform Professional Services, LLCApplicant: Level 7DevelopmentOwner: Property Location: SW Corner of Powers & Lyman Blvd. is on the reverse side of this notice.A location map The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: l. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Planning Commission discusses the project. Questions & Gomments: To view project documents before the meeting, please visit the city's proposed development webpage at: www.chanhassenm n. gov/proposeddevelopments. If you wish to talk to someone about this project, please contact Bob Generous by email at emaass@chanhassenmn.gov or by phone at952-227-1139. If you choose to submit written comments, please send one copy to staff in advance of the meeting. Staff will provide copies to the Planning Commission. The staff report for this item will be available online at the city's Agendas & Minutes webpage the Thursday prior to the Planning Commission meeting. Sign up to receive email updates about this or other projects. Go to h ttps : //www. c h a n h a s s e n m n . q ov/i-wa ntto/s u bsc ri be City Raview Procedure:. Subdivisions, Planned Unit Deyelopments, Site Plan Revi6ws, Conditional and lnterim Uss, Wetland Alterations, Rezonings, Comprehsnsive Plan Amsndments, Varian@s, Appeals, and Code Amendments require a public hearing before the Planning Commission. City ordinan@s require all property within 500 feet of the subjact site to be notified of the application in writing. Any interested party is invited to attend the meeting. Statf prepares a report on the subject application that includ€s all pertinent informalion and a rocommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overyiew of the report and a remmmendation. The item will be opened for the public to sp€ak about the proposal as a part of the hearing pro@ss. The Commission will close the public hearing and discuss the item and make a re@mmendation lo the City Council. The City Council may reverse, affirm or modify wholly or partiy the Planning Commission's re@mmendation. Rezonings, land use and @de amendments take a simple majority vote of the City Council ex@pt rezonings and land use amendments from residential to mmmercial/industrial. Minnesota State Statute 51 9.99 requires all applications to be pro@ssed within 60 days unless the applicant waives this standard. Some appli€tions dua to their complexity may tak6 sevoral months to complete. Any person wishing to follow an item through tho proess should check with the Planning Deparlment regarding its status and scheduling for the City Council meeting. A n€ighborhood spokesparson/reprosentalive is encouraged to provide a @ntac1 for the city. Often dovolopsrs are encouraged to meet with the neighborh@d regarding their prcposal. Staff is al$ available to review the poect with any interested per$n(s). Be@us6 lhe Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any @respondene regarding the appli€tion will be includsd in the report to the City Council. lf you wish to have something to be included in the report, olease mntact the Planninq Staff person named on the notifi€tion. Notice of Public Hearing Chanhassen Pla Commission Meeti Date & Time: Tuesday, June 20, 2023, at 6:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. Location 7700 MarketBlvdCityHallCouncilChambers, Proposal: Consider a request for a Site Plan Review, Easement Vacation, and a Preliminary Plat for 53 Rowhomes. Applicant:Landform Professional Services, LLC Owner:Level 7 Development Property Location: SW Corner of Powers & Lyman Blvd. A locrtion map is on the reverse side of this 4qi!9- The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: l. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Planning Commission discusses the project. What Happens at the Meeting: To view project documents before the meeting, please visit the city's proposed development webpage at: www.chanhassenmn. gov/DroposeddeveloDments. If you wish to talk to someone about this project, please contact Bob Generous by email at emaass@chanhassenmn.gov or by phone at952-227-1139. If you choose to submit written comments, please send one copy to staff in advance of the meeting. Staff will provide copies to the Planning Commission. The staff report for this item will be available online at the city's Agendas & Minutes webpage the Thursday prior to the Planning Commission meeting. Questions & Gomments: Sign up to receive email updates about this or other projects. Go to h ttps : //www. c h a n h asse n m n . o ov/i-wa nt-to/s u bscri be City Review Procedure:. Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and lnterim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments, Variances, Appeals, and Code Amendments require a public hearing before the Planning Commission. City ddinanes require all prop€rty within 5OO feet ot the subject site to be notified of the applietion in writing. Any interested party is invited to attend the meeting. Staff prepares a roport on the subject application that includes all pertinent information and a re@mmendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a remmmendation. The item will be opened for the public to speak about tha proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a re@mmendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rszsings, land use and @de amendments take a simple majority vote of the City Council ex@pt rezonings and land use amendments from residential to mmmercial/industrial. Minnesota State Statute 519.99 requires all applications to be pro€ssod within 60 days unless the applicnt waives this standard. Some applications due to their @mplexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department rogarding its status and scheduling for the City Council meeting. A neighborhood spokesperson/represontative is encouraged to provide a contacl forthe city. Often developers are enmuraged to meet with the neighborh@d regarding thgir proposal. Staff is ale available to review the poecl with any interested person(s). Because the Planning Commission holds the public hearing, the City Council does not. Manutas are taken and any corresponden@ regarding the application will be includsd in the report to the City Council. lf you wish lo have something to be inctuded in the remrt. olease contact the Planninq Staff person named on the notifi€tion. Consider a request for a Site Plan Review, Easement Vacation, and a Preliminary Plat for 53 Rowhomes. What Happens at the Meeting: 526 Tax name AARON LEIGH SANDNESS AHMEND SAYNAB DHAGANE ALEKSANDR S SIMANOVICH ALEXANDER WILLIAM U RSEt ALIAKSANDR KHARYTOVICH ALICIA BRACKETT ANDREW KIM ANDREW LASKA ANKUR WAHI ANN A CHOI ROLOFF ANN FITZGIBBONS ANNIE T DANIETSON ARAVIND PUTTA ARUNKUMAR JOTHIRAMALINGAM ASHLEY N NELSON REVOCABLE INTERVIVOS TRU BALAJI MONHANCHANDRAN BARRY W KOPPEN BEJAN M DARBANDI BHANU P THOTA BHASKAR GURRAMKONDA BRADTEY WESTVIG BRANDON A CARMACK BRANDON B MEHDIZADEH BRANDON ZENK BRIAN DUNN BRIAN HELTEMES BRIAN OMMEN BRYAN T PETERSEN BYRON A DICKINSON C DAVID LUTHER IRREV TRUST FBO AVA LUTHE CAMDEN RIDGE NEIGHBORHOOD ASSN CAROLYN HARBERT CATHERINE A BURNS Tax add 11 9171 RIVER ROCK DR N 9301 RIVER ROCK DR N 1482 MILLS DR 9170 DEGLER CIR 9053 DEG LER LN 9461 RIVER ROCK DR S 9O7O DEGLER CIR 9291 RIVER ROCK DR N 9092 RIVER ROCK DR N 9413 RIVER ROCK DR S 9452 RIVER ROCK DR S 9130 DEGTER CIR 1505 MILLS DR 9044 DEGLER LN 1485 MILLS DR 9112 RIVER ROCK DR N 9160 DEG LER CIR 1480 PEMBROKE PASS 1495 MILLS DR 1471 DEGLER CIR 1430 J ERSEY WAY 1482 CAMDEN RIDGE DR 1511 CAMDEN RIDGE DR 9091 RIVER ROCK DR N 1421 HENRY CT 1502 CAMDEN RIDGE DR 9081 RIVER ROCK DR N 9180 RIVER ROCK DR N 1532 MILLS DR 1452 MILLS DR 1801 AMERICAN BLVD E STE 21 9492 RIVER ROCK DR S 9401 RIVER ROCK DR S Tax add 12 CHANHASSEN, MN 55317-4758 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4811 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-2701 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4836 CHANHASSEN, MN 55317-4745 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-2304 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4780 CHANHASSEN, MN 55317.4812 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4758 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4811 CHANHASSEN, MN 55317-4750 CHANHASSEN, MN 5531,7-8622 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4845 CHANHASSEN, MN 55317.2200 CHANHASSEN, MN 55317-2303 CHANHASSEN, MN 55317-4845 CHANHASSEN, MN 55317-4758 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. BLOOMTNGTON, MN 55425-1230 CHANHASSEN, MN 55317-2304 CHANHASSEN, MN 55317. 527 CHAD ENGEL CHARLES CUDD CO, LLC CHARLES H JORENBY CHETAN CHANDRASEKARA CHRISTOPHER R ANDERSON CTARENCE OLIVER DAVIS CLINT ALLEN BITTING CODY PRIBBLE CRAIG ALESSO CURTIS t CLEMENTS DAMIAN L NOLD DANIEL A O'CONNELL DANIEL MARTINEZ DANNY RICHARD MOGOLLON DARYL E JAROSCH DAVID H MORRIS DAVID HELDMAN DAVID K LAWSON DAVID MODROW DAVID T & JENNIFER R PERRY DEGLER LAND COMPANY tLC DENNIS WERINGA DERE K JOHN OLSON DEREK M & JENNIFER L PAULING DINESH PATTANASHETTARU DIWAHAR SIVARAJ DONALD EDWARD VASATKA III DOUGLAS D SUMNER DUNN FAMILY TRUST EBENEZER & SUSANNA PETERS EDWARD A KUGLAND EDWARD KIM ELIZABETH A GROVER ERIC L & JENNIFER L SWANSON 9O5O DEG tER CIR 15050 23RD AVE N 1650 JEURRISEN LN 1511 DEGLER CIR 1423 BETHESDA CIR 9472 RIVER ROCK DR S 1531 CAMDEN RIDGE DR 8991 RIVER ROCK DR 9445 RIVER ROCK DR S 1480 BETHESDA CIR 91OO DEGLER CIR 9071 DELGER CIR 9072 RIVER ROCK DR N 9409 RIVER ROCK DR S 9469 RIVER ROCK DR S 9459 RIVER ROCK DR S 9041 DEGLER CIR 9060 DEGLER CIR 9460 RIVER ROCK DR S 9250 ELLENDALE LN 541 PINEVIEW CT 9421 RIVER ROCK DR S 1520 PEMBROKE PASS 9260 RIVER ROCK DR N 9210 ELLENDALE LN 9OO1 RIVER ROCK DR N 9120 DEGLER CIR 9140 DEGLER CIR 1411 HENRY CT 9280 RIVER ROCK DR N 9468 RIVER ROCK DR S 1435 MILLS DR 9480 RIVER ROCK DR S 1440 BETHESDA CIR CHANHASSEN, MN 55317- PLYMOUTH, MN 55447- CHANHASSEN, MN 553],7. CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4749 CHANHASSEN, MN 55317.2304 CHANHASSEN, MN 55317.2303 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4749 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.2304 CHANHASSEN, MN 55317-2304 CHANHASSEN, MN 55317.2304 CHANHASSEN, MN 55317-4836 CHANHASSEN, MN 55317-4836 CHANHASSEN, MN 55317. CHANHASSEN, MN 55377 -47 47 CHANHASSEN, MN 55317.8697 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4780 CHANHASSEN, MN 55317-2200 CHANHASSEN, MN 55317-4745 CHANHASSEN, MN 55317-2304 CHANHASSEN, MN 55317- CHANHASSEN, MN 553I7-2304 CHANHASSEN, MN 55317-4749 528 ERIK JOHNSON ERIK VIEYRA EVAN M LUCORE FRANKLIN BLYDENBURGH GARY REITER GEORGE MURRAY GREGORY M VILAND GROENEWOLD JOINT REVOCABLE TRUST GUNJAN SHARMA HAROLD STANDLEY HASSAN NADEEM HEATHER J MEYER HUONG N DANG JACKLYN M DONNELL JACOB A WILLS JACOB VOELTZ JAMES S ROHWER JANET KAY LASH REV TRUST IARED A & SUSAN EANDERSSON JASON P CUSICK JEFFREY BUCKLEY JEFFREY S JACOBS JENN IFER CHOU FAMITY TRUST JENNIFER MAASS JERALD D STIELE JESSE L MILLER JILL MARIE MADISON JOAN M MCNANEY JOHN ANDREW THEISEN JOHN C PETERSON JOHN P BYLSMA JOHN R SAUER JON J VARNER JON R RATHBUN 9081 DEGLER CIR 8981 RIVER ROCK DR 1440 JERSEY WAY 9122 RIVER ROCK DR 1460 JERSEY WAY 1430 BETHESDA CIR 1512 CAMDEN RIDGE DR 9444 RIVER ROCK DR S 1470 JERSEY WAY 1630 JEURISSEN LN 9043 DEGLER LN 9440 RIVER ROCK DR S 9151 RIVER ROCK DR N 1441 HENRY CT 9021 DEGLER CIR 1501 DEGLER CIR 9111 RIVER ROCK DR N 9455 RIVER ROCK DR S 9260 ELLENDALE LN 9439 RIVER ROCK DR S 1522 MILLS DR 9429 RIVER ROCK DR S 1471 CAMDEN RIDGE DR 1461 HENRY CT 1492 CAMDEN RIDGE DR 9051 RIVER ROCK DR N 9161 RIVER ROCK DR N 1455 MILLS DR 1472 CAMDEN RIDGE DR 1459 BETHESDA CIR 9110 DEGLER CIR 9O9O DEGLER CIR 93OO RIVER ROCK DR N 15OO PEMBROKE PASS CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, MN 55317- MN 55317- MN 55317-8622 MN 55317- MN 55317- MN 55317-4749 MN 55317- MN 55317- MN 55317-8622 MN 55317-4842 MN 55317- MN 55317- MN 55317-4758 MN 55317- MN 55317-4836 MN 55317- MN 55317-4758 MN 55317- MN 55317- MN 55317-2304 MN 55317-4812 MN 55317- MN 55317- MN 55317- MN 55317- MN 55317-4845 MN 55317- MN 55317-4811 MN 55317- MN 55317-4749 MN 55317-4780 MN ss317-4836 MN 55317-4746 MN 55317-4748 529 JONATHAN M GILBERT JONATHAN R & SHANNON G ABAD JOSEPH A BRANDT JOSEPH ATTHAUS JOSEPH ARMSTRONG JOSHUA P CARLSON JUN CHOE JUSTIN D ROBINSON JUSTIN KYLE HANSEN JUSTIN P BRONCE JUSTIN STERLING KAMINI RAMARAJ KAREN L VILLWOCK KARIN RENAE O'HARA KATHERINE A NOTCH KATHERINE GRACE PEYTON GROVEN KATHERINE RUCKER KATHLEEN MAI SCHUMACHER KAYLA K BORCHERT KELLY L LUDFORD KELLY WANG KENT SPAULDING KEVIN E VETSCH & DANA M VETSCH REV TRUST KIM KIM KIMBERTY GOERS LIVING TRUST KOU THAO KRISTI LINDELL KURT JANTSCHER KYLE KRAMER KYLE STOKKE LAKSHMI JYOTSNA AKUTHOTA LEONARDO ANTONIO VIVAS LUNA LEVEL 7 DEVELOPMENT LLC LORENJ&SANDRAMDENNIN 1641IEURISSEN LN 1439 BETHESDA CIR 1515 MILLS DR 1610 JEURISSEN tN 1427 BETHESDA CIR 9091 DEGLER CIR 9271 RIVER ROCK DR N 1451 BETHESDA CIR 9417 RIVER ROCK DR S 1462 CAMDEN RIDGE DR 1450 BETHESDA CIR 9210 ELLENDALE LN 9496 RIVER ROCK DR S 1431 HENRY CT 9083 DEG LER LN 150], CAMDEN RIDGE DR 9488 RIVER ROCK DR S 9063 DEG LER LN 1420 JERSEY WAY 1492 MttLS DR 9270 RIVER ROCK DR N 8971 RIVER ROCK DR N 9310 RIVER ROCK DR N 9041 RIVER ROCK DR N 9449 RIVER ROCK DR 9034 DEG LER LN 9330 RIVER ROCK DR N 9281 RIVER ROCK DR N 9071 RIVER ROCK DR N 315 N VAN BUREN AVE 1443 BETHESDA CIR 9405 RIVER ROCK DR S 4600 KINGS POINT RD 1521 PEMBROKE PASS CHANHASSEN, MN 55317-4842 CHANHASSEN, MN 55317-4749 CHANHASSEN, MN 55317-4812 CHANHASSEN, MN 55317-4842 CHANHASSEN, MN 55317.4749 CHANHASSEN, MN 55317-4835 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-2302 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-2304 CHANHASSEN, MN 55317.2200 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-2304 CHANHASSEN, MN 55317.2701 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4745 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4746 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317. SPRINGFIELD, MN 56087-1539 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- MINNETRISTA, MN 55331-9628 CHANHASSEN, MN 55317. 530 MANDEEP S VIRK MARC G ILLITZER MARCO RASGATTINO MARK RAICHE MARK THOMAS STANLEY ANDERSON MARTIN E THOMPSON MATTH EW M KISTNER MATTH EW PAUL BEAMAN MATTH EW WANGERIN MAX JAHRAUS MEGHAN MAROSTICA MICHAEL COY MICHAEL J BENDER MICHAEL OCHS MYTHILI KARUPPUSAMY NATHAN HANSON NATHAN STIER NICHOLAS J KOSHENINA NICK HEINZE NITESH C SUTHAR NIRMAL KHAREL NORMAN W VANEK O'NEILL LIVING TRUST ONESIMO ALEMAN OPENDOOR PROPERTY TRUST I PATRICK R CHRISTENSEN PATRICK T MACY PAVITHRA SRINIVASACHARIAR LAKSHMI NARASI PETER G JONSWOLD PRAMOD PUTTA PRESERVE @ BLF CRK HM OWN ASSN PRESERVE @ BLF CRK HOMEOWNERS RACHELLE M JOHNSON RAJEEV HOSUR 9190 RIVER ROCK DR N 1461 DEGLER CIR 9141 RIVER ROCK DR N 9448 RIVER ROCK DR S 1491 DEG LER CIR 9484 RIVER ROCK DR 5 1465 MILLS DR 9320 RIVER ROCK DR N 9O8O DEGLER CIR 9311 RIVER ROCK DR N 9240 ELLEN DALE LN 1451 HENRY CT 1640 JEURISSEN LN 1551 CAMDEN RIDGE DR 1431 BETHESDA CIR 9021 RIVER ROCK DR N 92OO ELLEN DALE LN 9102 RIVER ROCK DR N 1491 CAMDEN RIDGE DR 9031 DEGLER CIR 9073 DEGLER LN 9441 RIVER ROCK DR S 1470 BETHESDA CIR 1480 JERSEY WAY 410 N SCOTTSDALE RD STE 1600 1521 CAMDEN RIDGE DR 1472 MILLS DR 1460 BETHESDA CIR 9101 DEG LER CIR 1502 MILLS DR 1801 AMERICAN BLVD E STE 21 4672 SLATER RD 1481 CAMDEN RIDGE DR 9082 RIVER ROCK DR N CHANHASSEN, MN 55317.4758 CHANHASSEN, MN 55317.4750 CHANHASSEN, MN 55317-4758 CHANHASSEN, MN 55317.2304 CHANHASSEN, MN 55317- CHANHASSEN, MN 553],7.2304 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4836 CHANHASSEN, MN 55317.4746 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-2303 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317.4747 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.2302 CHANHASSEN, MN 55317-4836 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.8622 TEMPE, AZ 85281- CHANHASSEN, MN 55317-2303 CHANHASSEN, MN 55317-4811 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4780 CHANHASSEN, MN 55317-4812 BLOOMINGTON, MN 55425- EAGAN, MN 55722-2362 CHANHASSEN, MN 55317.2302 CHANHASSEN, MN 55317- 531 RANJITH REDDY GADDAM RICHARD N JOHNSON ROBERT DIRKS ROBERT TODD BROPHY ROGER T RICHARDSON JR ROLF LEE DIXON ROSE LYNDA PYKA RYAN T MCCORMICK SADAT IMRAN KHAN SANTOSH KUMAR RAJURI SCOTT BERRY SCOTT D MCGINNIS SEAN J FLAHERTY SEAN T WATTS SHANKAR KRISHNAN SHAUN ADAMS SH EEL K PATEL SOMASUNDARAM KRISHNAMURTHY SREENIVAS SAMPAT STEPHEN J & LYN A MACHACEK STEVEN C WIGNESS SUDEEP & ARCHANA POMAR SUDHAKAR JAGARKAT SUDIP SHERCHAN SUMAN K THAPA SUSAN LYNNE O'BRIEN TRUST SWATH I BACHU THE LARRY & JUDITH KASSEBAUM LIV TRUST THE PRESERVE AT BLU FF CREEK HOMEOWNERS A THE WILLIAM WAYNE & LUANN PATRICIA CRAWF THEODORE TALKINGTON THOMAS HENRY DOOLING IV THOMAS MCCUE TIRTHA RAJ KHAREL 1490 PEMBROKE PASS 95OO RIVER ROCK DR S 9064 DEGLER LN 9220 ELLENDALE LN 9150 DEGLER CIR 1620 JEURISSEN LN 9011 RIVER ROCK DR N 1475 MILLS DR 9230 ELLENDALE LN 9061 DEGLER CIR 1511 PEMBROKE PASS 9455 RIVER ROCK DR S 1512 MILLS DR 1525 MILLS DR 9180 DEGLER CIR 9290 RIVER ROCK DR N 1541 CAMDEN RIDGE DR 9031 RIVER ROCK DR N 9061 RIVER ROCK DR N 1510 PEMBROKE PASS 1651.IEURISSEN LN 1481 DEGLER CIR 9101 RIVER ROCK DR N 9054 DEG LER LN 1462 MILLS DR 9476 RIVER ROCK DR S 9074 DEGLER LN 4049 N STARRY PASS CIR 81OO OLD CEDAR AVE S STE 3OO 9451 RIVER ROCK DR S 1501 PEMBROKE PASS 9435 RIVER ROCK DR S 1490 JERSEY WAY 9425 RIVER ROCK DR S CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4836 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4842 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4811 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4836 CHANHASSEN, MN 55317-4748 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4812 CHANHASSEN, MN 55317-4812 CHANHASSEN, MN 55317-4780 CHANHASSEN, MN 55317-4745 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4845 CHANHASSEN, MN 55317.4748 CHANHASSEN, MN 55317-4842 CHANHASSEN, MN 55317-4750 CHANHASSEN, MN 55317.4758 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4811 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-2701 MESA, AZ 85207-1196 MINNEAPOLIS, MN 55425- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-2304 CHANHASSEN, MN 55317-8622 CHANHASSEN, MN 55317-2304 532 TRACY & SANDY REMINGTON TRUST AGMT OF DONALD M & MARY A KETCHAM TUSHAR BAPAT VAIBHAV PRATAP SHARMA VANSANTHA AYYALU VARA PRASAD KUNTLA VEERA VENKATA SATYA VARUN PARVATANENI VENKATA TOGISETTI WAYNE A WEST WENDY M GALL YI HE ZACHARY JEROME PLEISS ZACHARY NELSON ZHEXIN ZHANG 1531 PEMBROKE PASS 9456 RIVER ROCK DR S 9052 RIVER ROCK DR N 1447 BETHESDA CIR 9062 RIVER ROCK DR N 9042 RIVER ROCK DR 9131 RIVER ROCK DR N 1,2816 TEOPOLD TRL 9454 RIVER ROCK DR S 1445 MILLS DR 9431 RIVER ROCK DR S 1419 BETHESDA CIR 1435 BETHESDA CIR 1455 BETHESDA CIR CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN FRtSCO, TX 75035- CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN CHANHASSEN, MN 55317 -47 48 55317-2304 55377- 55317- 55317- 55317- 55317 -4758 55317- 55377 -4atl 553\7-2304 55317- 55317- 55317 -47 49 533 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Level 7 Development, LLC for Subdivision, Site Plan Review and Easement Vacation. On July 17, 2023, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application by Level 7 Development LLC for preliminary plat subdivision approval for 53 row home lots and two outs lots, as well as site plan review for the proposed rowhome development located generally south of Lyman Blvd and west of Powers Blvd. The Planning Commission conducted a public hearing on the proposed preliminary plat, site plan, and easement vacation which was preceded by published and mailed notices. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1. The property is currently zoned Planned Unit Development Regional Commercial Avienda, PUDRC. 2. The property is guided by the Land Use Plan for Office/Commercial Mixed Use 3. The legal description of the property is: Outlot D, Avienda 4. The Subdivision Ordinance directs the Planning Commission to consider seven possible adverse affects of the proposed subdivision. The seven (7) affects and our findings regarding them are: a. The proposed subdivision is consistent with the zoning ordinance including the Planned Unit Development Regional Commercial Avienda (PUDRC) district regulations; b. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; c. The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and storm water drainage are suitable for the proposed development; 534 2 d. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by the subdivision ordinance, Chapter 18, and Water, Sewers and Sewage Disposal, Chapter 19; e. The proposed subdivision will not cause significant environmental damage; f. The proposed subdivision will not conflict with easements of record; and g. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: 1) Lack of adequate stormwater drainage, which are available and being installed with the development. 2) Lack of adequate roads. Access is to an existing, collector public street 3) Lack of adequate sanitary sewer systems, which is available to the development. 4) Lack of adequate off-site public improvements or support systems. 5. Site Plan: a) Is consistent with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; b) Is consistent with the requirements of Chapter 20, Article II, Division 6, Site Plan; c) Preserves the site in keeping with the general appearance of the neighboring developed or developing areas; d) Creates a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; e) Creates a functional and harmonious design for structures and site features, with special attention to the following: 1) An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; 2) The amount and location of open space and landscaping; 3) Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and 4) Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. f) Protects adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. 535 3 The planning report #2023-10 dated July 12, 2023, prepared by Eric Maass and engineering and water resources report dated July 6, 2023, prepared by Erik Henricksen and Joe Seidl is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the preliminary plat subdivision, site plan and easement vacation subject to the conditions of the planning report. ADOPTED by the Chanhassen Planning Commission this _____ day of _____________, 2023. CHANHASSEN PLANNING COMMISSION BY:___________________________________ Its:____________________________________ 536