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Home My WebLink AboutSTANFORD SENIOR LIVING - PDP200022 - - TRAFFIC STUDYSTANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC Prepared for: United Properties Traffic Impact Study Stanford Senior Living December 16, 2020 STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 2 Table of Contents Page 1 Introduction …….…..…………………………………………………………...…….3 2 Existing Conditions …….………………………………………..…..……………...7 3 Project Travel Demand……………………………………………………..……….14 4 Future Traffic Projections…………………………………………..……………....17 5 Traffic Impact Analysis……………………………………………...………………20 6 Auxiliary Lane Analysis…………………....…………….…………..……………..22 7 Conclusions………………………………………………………….………………..23 Appendices……….…………………………………………………………………….…24 Appendix A: Traffic Counts Appendix B: Level of Service Worksheets Appendix C: LCUASS Right-Turn and Left-Turn Warrants List of Figures 1 Project Location….……..……………...…………………………………….....……..4 2 Project Site Plan……..…………………………………………………………………5 3 Existing Peak Hour Volumes………………………………………….….....…..…10 4 Existing Lane Configurations ………………………………………….…….…….11 5 Project Traffic Distribution………………………………………………………….15 6 Project Traffic ………………………………………………….………..…...……....16 7 Background Traffic 2023……..……………………………………………………..18 8 Total Traffic 2023……………………………………………………………..………19 List of Tables 1 Fort Collins Motor Vehicle LOS Standards…………………………………...…..9 2 Unsignalized Level of Service Definitions ……...…………….…………...…....12 3 Existing Weekday Peak Hour Intersection Level of Service…………….…....13 4 Estimated Project Trip Generation …………………………………….………....14 5 Future 2023 Intersection Level of Service…………………………………….....21 STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 3 1 INTRODUCTION This report documents the results of a study to evaluate the potential traffic impacts of the proposed Stanford Senior Living (to be referred to as the Project) development in the City of Fort Collins, Colorado. Rollins Consult LLC conducted the study as required by the City in conjunction with the development application for the proposed project. PROJECT DESCRIPTION The Project is located at the southwest corner of Stanford Road and Monroe Drive in the southern part of Fort Collins. Currently the project site is undeveloped land. The Project will be adjacent to the Marriott and access to the Project will be gained from the parking lot east of the hotel. The land use to the north and east of the site is multi-family residential. South of the site are office buildings and west is the Marriott. Figure 1 illustrates the project location and study area. The project site is depicted on Figure 2. The site is designed with access via the Marriott parking area to both Stanford Drive and Horsetooth Road. The project proposes the following mix of senior care land uses and transportation elements: • 24 memory care units • 113 assisted living/independent living units • The facility will provide centralized amenities such as dining and organized social/recreational activities. • Outdoor areas are available on site for residents. • The access to/from Monroe Drive is for garbage services only. • The drop-off area and main access is provided on the south side of the site. The access is located on the north side of the existing Marriott parking area. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 4 Figure 1 – Project Location Source: Google Maps STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 5 Figure 2 - Project Site Plan STUDY SCOPE The scope of work for this study was developed in conjunction with the City of Fort Collins Traffic Operations department staff. The base assumptions, technical methodologies, and geographic coverage of the study were all identified as part of the study approach. The study analyzes the potential project-generated traffic impacts on the adjacent street system. This study will focus on build out of the development looking at the short range future year of 2023. The analysis of future year traffic forecasts is based on projected conditions for 2023 both with and without the addition of the project traffic. The following transportation scenarios were analyzed for the AM and PM peak hours: ST ST ST EEEEEEEEEEEEEEEEE E E E E E E E EEEEEEEEEEEEEEEEEEEEEEEE E E E E E E E EEEEEEEG CTVWWWWWWWWWWWWWWWWWWWH YDWSS SS SS SS SS SS SS SS SS SS SS FO FO FO FO FO FO FO FO FO FO FO FO FOFOFO FOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO T T T T T T TTTTTTTTTTVAULTELEC VAULTELEC DSS30' FIRE AERIAL ACCESS15' FIRE AERIAL AC CESS DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No.DESCRIPTION DATE REVISIONS No.DESCRIPTION DATE Plotted By: Stephanie Hansen Layout: 2 SITE PLAN Printed On: 12/15/2020 1:47 PM File Name: 2 SITE PLAN.dwgORIGINAL SIZE 24X36 ENTIT L E M E N T DRAWI N G S NOT F O R CONS T R U C TI O N RIPLEY DESIGN INC. Stephanie Hansen, PLA 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 f. 970.225.6657 UNITED PROPERTIES Matt Oermann 1331 17th St. #604 Denver, CO 80202 p. 720.898.8866 ENGINEER ARCHITECT PLANNER / LANDSCAPE ARCHITECT NORTHERN ENGINEERING Stephanie Thomas 301 N. Howes St. #100 Fort Collins, CO 80521 p. 970.221.4158 VAUGHT FRYE LARSON ARCHITECTS Bo Evans 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.1191 OWNER 419 Canyon Ave. Suite 200 Fort Collins, CO 80521phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com SITE PLAN PDP SUBMITTAL STANFORD SENIOR LIVING FORT COLLINS, CO SH R20-025 2 OF XX NORTH 0 15 30 60 SCALE: 1"=30'-0"Monroe Drive S t a n f o r d R o a d STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 6 • Existing Conditions – The analysis of existing traffic conditions provides a basis for the remainder of the study. The existing transportation system is described. Peak hour intersection operations are evaluated. • Project Travel Demand – The traffic generated by the Project will be estimated, distributed, and assigned to the transportation network. • 2023 Background Conditions – Future traffic conditions are projected without the proposed Project for the short range year 2023. The traffic volumes on the roadway system will be factored and analyzed to reflect conditions for 2023. • Total Future Conditions – The traffic associated with the project will be projected and added to the Background traffic. The intersection operations will be determined. The study examined four intersections. These were identified by the City of Fort Collins for inclusion in the study. The study intersections are shown on Figure 1 and listed below. 1. Stanford Road & Monroe Drive 2. Stanford Road & Marriott Driveway 3. Stanford Road & Horsetooth Road 4. Marriott Driveway & Horsetooth Road STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 7 2 EXISTING CONDITIONS The transportation system has numerous elements that are described in this chapter. The roadway network identified for this study is described and traffic volume information presented for the study intersections. ADJACENT LANDUSE The Project site is located at the southwest corner of Stanford Road and Monroe Drive. It is surrounded by multi-family residential to the north and east. South of the site are office buildings and east of the site is the Marriott. The Project is also adjacent to the Foothills Shopping Mall. TRANSPORTATION NETWORK The primary roadways that serve the Project site are described below. The roadway designations depicted in the Master Street Plan for City of Fort Collins, adopted March 31, 2020. Mobility Network Stanford Road - This is a two-lane north-south collector street. South of Horsetooth Road, the continuation of this road is referred to as Landings Drive. The speed limit is posted at 25 mph. There are bike lanes and sidewalks on both sides of Stanford. North of Monroe Drive there is on-street parking and the bike lane is buffered. Between Monroe Drive and Horsetooth Road the on-street parking is dropped and the bike lane is no longer buffered. The road is signed identifying it as the Remington Bikeway. Transfort, Routes 5 and 12 serve the immediate area. Route 5 provides service between the Downtown Transit Center and the Foothills Mall. There is a stop at Stanford/Monroe. Route 12 provides service between the Foothills Mall and the South Transit Center. It also operates on Horsetooth Road east to Ziegler Road. Landings Drive – This roadway is the southern section of Stanford Road south of Horsetooth Road. This two-lane north south collector street has both bike lanes and sidewalks on each side. The speed limit is posted at 25 mph. Monroe Drive – This is a private roadway adjacent to the Project site. To the west Monroe Drive is a public road that connects to College Avenue and provides access to the Foothills Mall, the adjacent retail and multi-family residential. This two-lane east- west road has sidewalks on both sides. Horsetooth Road – This east-west arterial roadway has four travel lanes. The speed limit is posted at 40 mph east of Stanford and 35 mph west of Stanford. There are sidewalks on both side of Horsetooth Road. There are no striped bike facilities however, the road is signed as “Share the Road” with bicycles. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 8 EXISTING TRAFFIC CONDITIONS Existing intersection operations were evaluated for both the morning and evening peak hours. Intersection count data was collected on both November 4th and the 12th, 2020. These counts reflect conditions during the current Pandemic. In order to develop existing traffic counts that reflect a more typical condition, historical count data was obtained from the City of Fort Collins where it was available. Both the recent and historical counts are provided in Appendix A. Several steps were taken to develop existing traffic data, these are generally described below: • At the intersection of Stanford/Horsetooth, counts were available for 11/4/20, 3/28/20, and 8/11/16. It was found that the count performed on 3/28/20 represented the highest volumes with a couple of exceptions. The peak hour traffic at this location used the highest volumes available. • Volumes on Stanford, Landings, and Horsetooth west of Stanford, were developed based on the modified Stanford/Horsetooth volumes described above. • The Marriott driveway volumes were increased from the counts takes on 11/12/20. Discussions with Marriott staff indicated the hotel was 35 percent occupied on November 12th. The hotel has 229 rooms and therefore traffic was generated using standard Institute of Traffic Engineers (ITE) trip generation rates for the 149 unoccupied rooms. The two office buildings that use these driveways were also considered. The parking lot occupancy was determined on 11/17/20 at midday in an attempt to determine how active these offices were. The parking lot was found to be 42 percent occupied. The two buildings are 31,000 square feet. The trip generation was estimated for the presumed 58 percent inactive office space of 18,000 square feet. These additional trips were distributed onto the driveways. • The traffic on Monroe Drive was factored upward by 20%. This factor was determined by comparing counts performed at College/Monroe on 11/4/20 to counts performed on 5/15/18. The westbound Monroe count was 40 higher during the AM peak hour however it was 20 percent lower during the PM peak hour. In an effort to be conservative the AM and PM peak hour volumes on Monroe at Stanford were both increased by 20 percent. These modified existing peak hour traffic volumes are provided on Figure 3. The current lane configurations of the study intersections are shown on Figure 4. Intersection Level of Service Analysis Methodologies Transportation professionals evaluate intersections to determine how they are currently operating and will operate in the future. The methods employed can be found in the Transportation Research Board’s, 6th Edition, 2016 Highway Capacity Manual (HCM). Level of service (LOS) is based on a “graded” system from LOS A, very little to no delays, to LOS F which represents excessive delays and congestion. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 9 The City of Fort Collins has established guidelines for acceptable intersection operations. These are provided within the Larimer County Urban Area Street Standards (LCUASS), originally adopted January 2, 2001 with updates effective September 19, 2016. The guidelines are provided in Table 1. Table 1 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Chapter 4 ± TRANSPORTATION IMPACT STUDY Section 4.5 Project Impacts Larimer County Urban Area Street Standards ± Repealed and Reenacted April 1, 2007 Page 4-27 Adopted by Larimer County, City of Loveland, City of Fort Collins Table 4-2 Loveland (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Intersection Component Major Intersection1 Minor Intersection2 Driveway Overall (City Limits) LOS C LOS C No Limit Overall (GMAs) LOS D LOS D No Limit Any Leg LOS D LOS E No Limit Any Movement LOS E LOS F No Limit 1 Includes all signalized and unsignalized arterial/arterial and arterial/ major collector intersections. 2 Includes all unsignalized intersections (except major intersections) and high volume driveways 3 There are no LOS standards for I-25 Interchanges. 4 On State Highways, overall LOS D is acceptable. Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Approach leg Any Movement Signalized D1 E E2 Unsignalized Arterial / Arterial Collector / Collector E3 F4 Unsignalized Arterial / Collector Arterial / Local Collector / Local Local / Local D3 F4 Roundabout E 3,5 E54 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighted average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 10 Figure 3 – Existing Peak Hour Volumes STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 11 Figure 4 – Existing Intersection Configurations STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 12 Unsignalized Intersection Peak hour levels of motor vehicle delay at unsignalized intersections were estimated using the method from Chapter 17 of the 2016 HCM. The delays for the entire intersection and for each of the constrained movements are reported. Table 2 summarizes the relationship between average control delay per vehicle and LOS for unsignalized intersections. Table 2 Unsignalized Intersection Level of Service Definitions Level of Service Average Control Delay Per Vehicle (Seconds) Description A £10.0 No delay for stop-controlled approaches. B 10.0 and £15.0 Operations with minor delay. C >15.0 and £25.0 Operations with moderate delays. D >25.0 and £35.0 Operations with increasingly unacceptable delays. E >35.0 and £50.0 Operations with high delays, and long queues. F >50.0 Operations with extreme congestion, and with very high delays and long queues unacceptable to most drivers. Source: Transportation Research Board, Highway Capacity Manual, 2016. Existing Intersection Conditions Using the HCM methodology, the weekday AM and PM peak hour intersection operations were determined. The results are provided in Table 3. As indicated in the table, each of the study intersections are currently operating at acceptable levels of service. The detailed analysis worksheets are provided in Appendix B. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 13 Table 3 Existing Weekday Peak-Hour Intersection Level of Service # Intersection Overall Movement AM Peak PM Peak Delay LOS Delay LOS 1 Stanford Rd & Monroe Dr T Stop Control Overall 1.4 A 1.7 A EB 9.3 A 10.7 B NB 1.5 A 1 A 2 Stanford Rd & Marriott Driveway T Stop Control Overall 1 A 1.1 A EB 9.8 A 10 B NB 1.4 A 0.4 A 3 Stanford Rd & Horsetooth Rd Signal Overall 21.4 C 27.5 C EB LT 14.6 B 14.9 B EB T 26.2 C 28.5 C EB RT 26.0 C 28.4 C WB LT 14.9 B 14.2 B WB T 20.7 C 33.4 C WB RT 14.3 B 12.0 B NB LT 11.2 B 15.4 B NB T 11.0 B 14.7 B NB RT 11.4 B 16.2 B SB LT 11.7 B 16.7 B SB T 11.0 B 14.6 B SB RT 11.3 B 15.4 B 4 Marriott Driveway & Horsetooth Rd Two Way Stop Control Overall 0.4 A 0.4 A EB 0.4 A 0.1 A WB 0 A 0.1 A NB 11.8 B 14.2 B SB 12.2 B 15.7 C Notes: 1. LOS calculations performed using Synchro which is based on the Transportation Research Board HCM 2016. 2. Average vehicle delay (in seconds per vehicle) is reported for both overall intersection and each constrained /STOP-controlled movement or approach. Delays over 50 seconds are rounded to nearest second. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 14 3 PROJECT TRAVEL DEMAND This chapter provides an overview of the Project and a description of the travel demand methodology to estimate vehicle trip generation, distribution, and assignment of project- generated traffic along area roadways and intersections. PROJECT CHARACTERISTICS The proposed Stanford development project is a continuing care retirement community. The project site plan was depicted on Figure 2. As shown on the figure, vehicular access to the project will be from either Stanford Road or Horsetooth Road. The project will be developed with a variety of amenities: • 24 memory care units/beds • 113 assisted care beds • On-site residential dining and activity services • Outdoor areas for dining, sitting and gathering PROJECT TRIP GENERATION The trip generation characteristics of the project were estimated using data from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition. The land use for Continuing Care Retirement Community (ITE code 255) was utilized. Table 4 provides the trip generation estimated for the project. As indicated in the table, the full buildout of the project is estimated to generate approximately 494 daily trips, 39 morning and 77 evening peak hour trips. Table 4 – Estimated Project Trip Generation Based on ITE Trip Generation 10th Edition PROJECT TRIP DISTRIBUTION | ASSIGNMENT The distribution of the project traffic onto the roadway system was based on: the existing peak hour traffic counts, the roadway network, the proposed land use, the location of the project within the City/region and input from the City’s Traffic Operations department. The project trip distribution is depicted on Figure 5. The project assigned peak hour traffic volumes for are shown on Figure 6. It should be noted that each of the proposed access points were assumed to continue to be full- movement. Project IN Out Total IN Out Total Continuing Care Retirement Community 255 137 494 25 14 39 31 46 77 ITE Land Use and Code Project Trip Generation Land Use Land Use Code Units Daily AM PM STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 15 Figure 5 – Trip Distribution STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 16 Figure 6 – Project Traffic STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 17 4 FUTURE TRAFFIC PROJECTIONS Estimates of future traffic conditions both with and without the proposed Project were necessary to evaluate the potential impact of the Project on the local street system. The background base traffic scenario represents future traffic conditions without the addition of the Project, while the total scenario represents future traffic conditions with completion of the proposed Project. The short range future year of 2023 was analyzed. The development of these future traffic scenarios is described in this chapter. BACKGROUND 2023 TRAFFIC PROJECTIONS The background traffic projections reflect growth in traffic from ambient growth due to regional growth both in and outside of the study area. The ambient growth in traffic was determined with information from the City of Fort Collins, Traffic Operations staff. Their knowledge of the roadways within the study area indicate an annual growth rate of 1% should be applied. The resulting Background 2023 traffic projections for the study intersections are provided on Figure 7. TOTAL TRAFFIC PROJECTIONS The total traffic projections include both the background plus project traffic. The project- generated traffic volumes from Figure 6 were added to the Year 2023 background traffic volumes illustrated on Figure 7 to develop total peak hour traffic volumes. The resulting Year 2023 total traffic is depicted on Figure 8. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 18 Figure 7 – Background Traffic 2023 STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 19 Figure 8 – Total Traffic 2023 STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 20 5 TRAFFIC IMPACT ANALYSIS This chapter presents an analysis of the potential impacts of the traffic generated by the proposed Project on the local street system. The analysis compares the projected levels of service at each study intersection under future background and total conditions to estimate the incremental increase in the delay caused by the proposed project. This provides the information needed to assess the potential impact of the project using the City’s LOS standards. SIGNIFICANT TRAFFIC IMPACT CRITERIA Threshold criteria were applied to determine if the growth in traffic due to regional growth and/or the proposed Project has a significant traffic impact at an intersection. If the future traffic projections for either Background (without Project) or Total (with Project) resulted in any portion of an intersection to exceed the LOS standards, this would be considered an impact. As presented earlier, based on the City of Fort Collins standards, LOS D is the standard for each of the study intersections. Level of service F may be acceptable for minor legs/movements. FUTURE TRAFFIC CONDITIONS The operations results, for each of the study intersections, are provided in Table 5 for both the background and total traffic. Under both future traffic scenarios, each of the study intersections will operate overall at acceptable levels of service. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 21 Table 5 - Future 2023 Intersection Level of Service # Intersection Movement AM Peak PM Peak Background Total Background Total Delay LOS Delay LOS Delay LOS Delay LOS 1 Stanford Rd & Monroe Dr T Stop Control Overall 1.4 A 1.8 A 1.8 A 2 A EB 9.3 A 9.3 A 10.9 B 10.8 B NB 1.5 A 1.7 A 1.1 A 1.4 A 2 Stanford Rd & Marriott Driveway T Stop Control Overall 1 A 1.4 A 1.2 A 1.8 A EB 9.8 A 10 B 10.1 B 10.9 B NB 1.4 A 1.6 A 0.4 A 0.6 A 3 Stanford Rd & Horsetooth Rd Signal Overall 21.7 C 21.7 C 32.1 C 32.3 C EB LT 14.4 B 14.5 B 16.6 B 16.6 B EB T 26.7 C 26.7 C 32.7 C 32.7 C EB RT 26.5 C 26.5 C 32.6 C 32.6 C WB LT 14.8 B 14.8 B 16.0 B 16.0 B WB T 20.9 C 21.0 C 40.5 D 41.1 D WB RT 14.1 B 14.2 B 13.0 B 13.1 B NB LT 11.5 B 11.5 B 15.8 B 15.8 B NB T 11.2 B 11.2 B 15.1 B 15.1 B NB RT 11.7 B 11.7 B 16.5 B 16.5 B SB LT 12.0 B 12.1 B 17.1 B 17.4 B SB T 11.2 B 11.2 B 15.0 B 15.0 B SB RT 11.6 B 11.6 B 15.7 B 15.7 B 4 Marriott Driveway & Horsetooth Rd Two Way Stop Control Overall 0.5 A 0.5 A 0.4 B 0.5 B EB 0.4 A 0.5 A 0.1 A 0.1 A WB 0.1 A 0.1 A 0.1 A 0.1 A NB 12 B 12 B 14.5 B 14.5 B SB 12.4 B 12.5 B 16.2 C 16.9 C Notes: 1. LOS calculations performed using Synchro which is based on the Transportation Research Board HCM 2016. 2. Average vehicle delay (in seconds per vehicle) is reported for both overall intersection and each constrained /STOP-controlled movement or approach. Delays over 50 seconds are rounded to nearest second. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 22 6 AUXILIARY LANE ANALYSIS An analysis was conducted to determine the need for auxiliary right-turn and left-turn lanes at the Project access locations at both Stanford Road and Horsetooth Road. The projected peak hour total traffic volumes at these locations are provided on Figure 8. The City guidelines set forth in the LCUASS document were applied. These standards identify when a right-turn and/or left-turn are warranted. The graphic representation of the standards is provided in Appendix C. No auxiliary right-turn or left-turn lanes are required at the two Project access driveways. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 23 7 CONCLUSIONS This study was undertaken to analyze the potential short range traffic impacts of the proposed Stanford Senior Living project in the City of Fort Collins. The following summarizes the results of this analysis: • The proposed Project consists of a continuing care retirement community. This includes 24 memory care units, 113 assisted living units, areas for dining, meetings, and other activities, and an outdoor courtyard/patio area. • The Project site is located at the southwest corner of Stanford Road and Monroe Drive. This land is currently undeveloped. • The Project is expected to generate approximately 494 daily trips, 39 morning and 77 evening peak hour trips • Currently the study intersections are operating at acceptable levels. • Under future 2023 background and total traffic conditions the overall intersection operations are projected to operate at acceptable levels. STANFORD SENIOR LIVING | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 24 APPENDICIES § Appendix A: Traffic Counts § Appendix B: HCM LOS Calculation Outputs § Appendix C: LCUASS Right-Turn and Left-turn Lane Warrants Appendix A - Traffic Cou nts www.idaxdata.com 01_STANFORD_MONROE to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 1 1 1 0 0 3 3 WB -- NB 2.6%0.79 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 0.0%0.67 Date: Wed, Nov 04, 2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.6%0.75 TOTAL 1.9%0.92 TH RTUTLTTHRTUTLT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start MONROE DR 0 STANFORD RD STANFORD RD 15-min TotalUTLTTHRT 0 0 0 0 0 3 0 8 0 20 0 7:15 AM 0 2 0 1 0 0 2 7 0 07:00 AM 0 0 0 3 0 0 0 0 15 1 31 0 7:45 AM 0 1 0 5 0 0 2 8 0 0 29 0 7:30 AM 0 3 0 2 0 0 0 10 0 0 0 12 1 42 122 8:00 AM 0 2 0 3 0 0 0 13 0 0 0 19 2000002 0 0 0 0 0 6 0 9 2 40 142 8:15 AM 0 0 0 3 0 0 6 18 0 0 0 12 0 36 155 8:45 AM 0 2 0 0 0 0 4 18 0 0 37 150 8:30 AM 0 2 0 0 0 0 0 9 0 0 0 13 6 26 1397000103000004 0 98 15 261 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 5 0 0 0 29 90 0 0 10 155 0Peak Hour 18 58 0 0 0 53110 Count Total 0 0 0 7:15 AM 0 0 1 0 1 0 0 0 1 0 1 0 0 West North South 7:00 AM 0 0 1 0 1 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 1 1 2 0 1 1 0 0 8:00 AM 0 0 1 1 2 0 1 0 0 0 1 0 8:45 AM 0 0 0 0 0 1 1 0 0 0 0 0 8:30 AM 0 0 1 0 1 0 0 0 0 1 1 0 1 0 0 0 0000110 0 0 Peak Hr 0 0 2 1 3 1 0 0 3 4 8 0 3Count Total 0 0 4 1 5 1 0135030 0 0 0 0 12 0 17 0 0 0 1 310 03 0N STANFORD RD MONROE DR STANFORD RDSTANFORD RDMONROE DR 155TEV: 0.92PHF:10536363058187664011 516 28 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 01_STANFORD_MONROE to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 0 1 1 1 0 0 1 5 3 WB -- NB 3.2%0.91 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 0.0%0.77 Date: Wed, Nov 04, 2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.88 TOTAL 1.6%0.97 TH RTUTLTTHRTUTLT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start MONROE DR 0 STANFORD RD STANFORD RD 15-min TotalUTLTTHRT 0 0 0 0 0 9 0 16 0 60 0 4:15 PM 0 4 0 6 0 0 6 28 0 04:00 PM 0 1 0 9 0 0 0 0 24 8 81 0 4:45 PM 0 8 0 6 0 0 6 33 0 0 78 0 4:30 PM 0 5 0 5 0 0 0 31 0 0 0 25 3 80 299 5:00 PM 0 5 0 4 0 0 0 36 0 0 0 23 0000007 0 0 0 0 0 2 0 31 2 76 315 5:15 PM 0 2 0 8 0 1 4 29 0 0 0 34 1 83 311 5:45 PM 0 5 0 4 0 0 5 30 0 0 72 309 5:30 PM 0 5 0 8 0 0 0 32 0 0 0 27 1 57 28827000152000004 0 195 17 587 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 22 0 0 1 43 246 0 0 13 315 0Peak Hour 26 129 0 0 0 103210 Count Total 0 0 0 4:15 PM 0 0 1 0 1 1 0 0 0 0 0 0 1 West North South 4:00 PM 0 0 1 0 1 0 EB WB NB SB Total East 4:45 PM 0 0 1 0 1 4 5 0 1 0 0 0 4:30 PM 0 0 3 0 3 0 0 1 2 0 3 0 0 0 1 0 5:15 PM 0 0 1 0 1 0 0 0 1 0 1 0 0 1 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 2 2 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 2 3 5 0 0 0 1 0 0000000 1 0 Peak Hr 0 0 5 0 5 1 0 0 6 9 16 0 4Count Total 0 0 7 0 7 1 0449021 0 0 0 1 35 0 50 0 0 0 1 441 02 0N STANFORD RD MONROE DR STANFORD RDSTANFORD RDMONROE DR 315TEV: 0.97PHF:13103116151012926156125121 2243 39 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 01_STANFORD_MARRIOTT to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 2 1 1 1 0 0 5 5 WB -- NB 2.3%0.86 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.0%0.75 Date: Thu, Nov 12, 2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.2%0.80 TOTAL 1.7%0.83 TH RTUTLTTHRTUTLT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start MARRIOTT DRWY 0 STANFORD RD STANFORD RD 15-min TotalUTLTTHRT 0 0 0 0 0 0 0 11 0 23 0 7:15 AM 0 2 0 0 0 0 3 8 0 07:00 AM 0 0 0 1 0 0 0 0 18 0 37 0 7:45 AM 0 1 0 0 0 0 4 14 0 0 22 0 7:30 AM 0 0 0 1 0 0 0 6 0 0 0 14 0 53 135 8:00 AM 0 1 0 0 0 0 0 21 0 0 0 25 2000004 0 0 0 0 0 0 0 21 1 47 159 8:15 AM 0 0 0 0 0 0 3 21 0 0 0 16 0 27 165 8:45 AM 0 0 0 0 0 0 0 8 0 0 38 175 8:30 AM 0 2 0 1 0 0 0 19 0 0 0 17 2 39 15120000180000001 0 140 5 286 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 2 0 0 0 15 117 0 0 5 175 0Peak Hour 11 75 0 0 0 8110 Count Total 0 0 0 7:15 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 1 0 1 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 1 0 2 0 0 0 7:30 AM 0 0 0 1 1 0 0 1 1 0 1 0 0 0 0 0 8:15 AM 0 0 1 0 1 0 0 0 1 0 1 0 1 1 0 0 8:00 AM 0 0 1 0 1 0 0 0 1 0 1 0 8:45 AM 0 0 1 0 1 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0001120 0 0 Peak Hr 0 0 2 1 3 0 0 0 5 1 6 0 5Count Total 0 0 5 1 6 0 0303050 0 0 0 0 6 0 3 0 0 0 0 030 05 0N STANFORD RD MARRIOTT DRWY STANFORD RDSTANFORD RDMARRIOTT DRWY 175TEV: 0.83PHF:581867707511868201 23 16 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 01_STANFORD_MARRIOTT to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 1 2 2 1 0 6 5 WB -- NB 0.5%0.82 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 4.2%0.75 Date: Thu, Nov 12, 2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.3%0.79 TOTAL 1.1%0.92 TH RTUTLTTHRTUTLT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start MARRIOTT DRWY 0 STANFORD RD STANFORD RD 15-min TotalUTLTTHRT 0 0 0 0 0 1 0 36 1 75 0 4:15 PM 0 0 0 2 0 1 2 33 0 04:00 PM 0 0 0 2 0 0 0 0 38 0 87 0 4:45 PM 0 2 0 5 0 0 2 39 0 0 66 0 4:30 PM 0 0 0 8 0 0 0 36 0 0 0 27 0 86 314 5:00 PM 0 2 0 4 0 0 0 40 0 0 0 34 2000003 0 0 0 0 0 0 0 47 0 97 336 5:15 PM 0 0 0 3 0 0 2 42 0 0 0 30 0 71 341 5:45 PM 0 0 0 0 0 0 1 38 0 0 87 357 5:30 PM 0 1 0 1 0 0 0 56 0 0 0 27 1 67 32246000201000000 0 259 5 636 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 4 0 0 1 11 330 0 0 3 357 0Peak Hour 7 177 0 0 0 146200 Count Total 0 0 0 4:15 PM 0 0 2 0 2 0 0 0 4 1 5 0 0 West North South 4:00 PM 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 1 0 0 0 1 0 1 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 2 2 0 2 1 0 0 5:00 PM 0 0 1 2 3 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 0 0000000 1 0 Peak Hr 1 0 1 2 4 0 0 0 6 3 9 0 5Count Total 1 0 3 2 6 0 0123050 0 0 0 0 5 0 25 0 0 0 0 210 05 0N STANFORD RD MARRIOTT DRWY STANFORD RDSTANFORD RDMARRIOTT DRWY 357TEV: 0.92PHF:314614918101777184166020 424 10 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 02_STANFORD_E HORSETOOTH to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 1 1 4 2 1 1 11 7 Peak Hour Date: Wed, Nov 04, 2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.82 TOTAL 1.7%0.81 TH RT WB 1.3%0.78 NB 2.9%0.77 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 2.0%0.82 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E HORSETOOTH RD E HORSETOOTH RD LANDINGS DR STANFORD RD 15-min TotalUTLTTHRT 0 10 125 6 0 2 6 3 10 258 0 7:15 AM 0 4 207 10 3 0 2 3 3 07:00 AM 0 2 104 5 0 5 112 10 2 6 431 0 7:45 AM 0 6 235 19 9 0 2 2 10 0 404 0 7:30 AM 0 3 193 8 0 8 178 4 16 0 7 6 7 544 1,637 8:00 AM 0 12 151 5 0 5 156 6 10 0 8 11 70192111101 0 18 172 7 0 2 6 2 12 375 1,754 8:15 AM 0 3 143 18 10 0 5 4 6 1 7 2 4 394 1,707 8:45 AM 0 3 155 13 7 0 5 4 6 0 394 1,744 8:30 AM 0 5 185 10 0 10 149 3 7 0 7 3 11 398 1,561280532013186701 0 42 670 36 0 Count Total 0 38 1,373 88 0 88 1,289 56 32 59 3,198 0 0 1 0 1 0 0 West North South 7:00 AM 3 2 1 0 25 786 60 0 20 28 66 1 32 1,754 01016421312142 0 6 0 EB WB NB SB Total East 7:45 AM 2 2 0 0 4 0 1 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 5 3 0 0 0 0 7:30 AM 5 0 0 0 5 0 0 1 0 0 2 0 0 110920 2 1 8:15 AM 2 7 0 0 9 0 0 0 1 0 1 1 0 0 1 0 8:00 AM 5 5 1 0 11 0 0 0 0 1 1 0 8:45 AM 5 2 0 0 7 0 0 1 0 0 0 0 8:30 AM 5 1 1 1 8 0 0 0 0 0 0 1 0 1 1 0 0000110 5 1 Peak Hour 17 10 2 0 29 2 0 0 3 2 7 4 1Count Total 32 22 4 1 59 2 1215204 2 1204 10 2N STANFORD RD E HORSETOOTH RD E HORSETOOTH RD LANDINGS DRE HORSETOOTH RDSTANFORD RD1,754TEV: 0.81PHF:3221318578136 670 42 748 8590 42161068105042 786 25 853 712 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 02_STANFORD_E HORSETOOTH to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 2 1 3 2 2 0 11 8 Peak Hour Date: Wed, Nov 04, 2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.92 TOTAL 0.8%0.91 TH RT WB 0.5%0.93 NB 1.9%0.73 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 1.0%0.92 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E HORSETOOTH RD E HORSETOOTH RD LANDINGS DR STANFORD RD 15-min TotalUTLTTHRT 0 20 254 15 0 4 11 4 11 653 0 4:15 PM 0 19 240 20 20 0 5 9 20 04:00 PM 0 17 253 28 0 28 247 9 7 19 622 0 4:45 PM 0 17 206 17 17 0 4 5 24 0 621 0 4:30 PM 0 16 254 17 0 17 233 6 11 0 12 9 11 589 2,485 5:00 PM 0 13 276 18 0 18 266 14 18 0 17 6 160172351808 0 24 243 13 0 5 24 8 10 703 2,535 5:15 PM 0 17 251 24 17 0 12 9 32 0 13 15 14 618 2,548 5:45 PM 0 11 168 8 18 0 10 8 14 0 638 2,552 5:30 PM 0 16 242 15 0 15 238 8 15 0 16 9 13 459 2,4187110859082031803 0 76 977 65 0 Count Total 0 126 1,890 147 0 147 1,919 110 63 103 4,903 0 0 2 0 3 0 0 West North South 4:00 PM 5 4 2 0 63 987 136 0 51 66 145 0 58 2,552 02936890663076 0 11 1 EB WB NB SB Total East 4:45 PM 4 1 0 0 5 2 3 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 4:15 PM 9 2 1 1 0 1 4:30 PM 4 2 2 0 8 0 0 1 2 1 3 0 0 0001100 0 1 5:15 PM 1 1 0 0 2 0 0 1 1 0 3 0 2 1 0 0 5:00 PM 2 2 1 0 5 1 0 0 1 0 1 0 5:45 PM 0 0 0 0 0 4 4 0 2 0 0 0 5:30 PM 0 1 0 0 1 0 0 0 2 1 3 0 1 1 0 0 0000000 2 2 Peak Hour 11 6 3 0 20 1 1 1 9 8 20 0 7Count Total 25 13 5 0 43 2 15310052 1 3512 15 0N STANFORD RD E HORSETOOTH RD E HORSETOOTH RD LANDINGS DRE HORSETOOTH RDSTANFORD RD2,552TEV: 0.91PHF:583066154164065 977 76 1,118 1,1420 893629154182076 987 63 1,126 1,064 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 02_MARRIOTT_E HORSETOOTH to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 3 1 1 1 0 6 4 Peak Hour Date: Thu, Nov 12, 2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.65 TOTAL 1.6%0.90 TH RT WB 1.9%0.85 NB 0.0%0.75 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 1.3%0.91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E HORSETOOTH RD E HORSETOOTH RD DWY MARRIOTT DRWY 15-min TotalUTLTTHRT 0 1 129 3 0 0 0 0 3 216 0 7:15 AM 0 5 181 1 0 0 0 0 0 07:00 AM 0 5 104 1 0 0 103 0 0 3 392 0 7:45 AM 0 5 189 12 3 0 0 0 1 0 323 0 7:30 AM 0 3 209 3 0 3 167 0 0 0 0 0 3 405 1,336 8:00 AM 1 1 165 4 0 0 163 0 1 0 0 0 200193300 0 2 167 0 0 0 0 0 5 345 1,465 8:15 AM 0 2 146 4 5 0 0 0 1 0 0 0 2 355 1,427 8:45 AM 1 3 179 8 2 0 0 0 1 0 322 1,464 8:30 AM 0 0 171 4 0 1 174 0 1 0 0 0 0 368 1,39002000102170200 0 4 652 14 0 Count Total 2 24 1,344 37 0 9 1,266 0 0 19 2,726 0 0 0 0 0 0 0 West North South 7:00 AM 5 0 0 1 14 744 18 0 0 0 7 0 13 1,465 000300020 0 5 0 EB WB NB SB Total East 7:45 AM 3 5 0 0 8 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 5 2 0 0 0 0 7:30 AM 1 2 0 0 3 0 0 0 0 0 0 0 0 000700 1 0 8:15 AM 6 1 0 0 7 0 0 0 0 0 0 0 0 0 2 1 8:00 AM 1 4 0 0 5 0 0 0 0 0 0 0 8:45 AM 2 0 0 0 2 0 0 0 0 0 1 1 8:30 AM 2 2 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0000000 3 3 Peak Hour 10 13 0 0 23 0 0 0 0 0 0 0 0Count Total 25 16 0 0 41 0 1000003 0 0003 10 0N MARRIOTT DRWY E HORSETOOTH RD E HORSETOOTH RD DWYE HORSETOOTH RDMARRIOTT DRWY1,465TEV: 0.9PHF:13001328014 652 4 670 7470 300324020 744 14 779 666 1 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 02_MARRIOTT_E HORSETOOTH to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 1 1 0 1 0 4 8 3 Peak Hour Date: Thu, Nov 12, 2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.85 TOTAL 0.8%0.97 TH RT WB 1.0%0.97 NB 0.0%0.71 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 0.7%0.96 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E HORSETOOTH RD E HORSETOOTH RD DWY MARRIOTT DRWY 15-min TotalUTLTTHRT 0 3 257 0 0 0 0 0 2 501 0 4:15 PM 0 0 287 2 1 0 0 0 5 04:00 PM 0 0 232 2 0 5 254 0 0 5 514 0 4:45 PM 0 3 287 4 2 0 0 0 3 0 557 0 4:30 PM 0 2 250 3 0 7 242 0 4 0 0 0 4 546 2,118 5:00 PM 0 2 282 2 0 2 252 0 4 0 0 0 503240000 0 2 257 0 0 0 0 0 3 552 2,169 5:15 PM 1 0 266 1 3 0 0 0 6 0 0 0 1 472 2,106 5:45 PM 0 1 196 4 1 0 0 0 1 0 536 2,148 5:30 PM 0 2 236 1 0 0 230 0 4 0 0 0 5 381 1,94101000001177100 0 15 991 5 0 Count Total 1 10 2,036 19 0 23 1,909 0 0 25 4,059 0 0 0 0 0 0 0 West North South 4:00 PM 6 1 0 0 7 1,106 8 0 0 0 28 0 17 2,169 0001700011 0 7 0 EB WB NB SB Total East 4:45 PM 1 3 0 0 4 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 4:15 PM 4 3 0 0 1 1 4:30 PM 1 2 0 0 3 0 0 0 0 0 0 0 0 000700 0 0 5:15 PM 1 3 0 0 4 0 0 0 0 0 0 0 0 0 1 0 5:00 PM 2 2 0 0 4 0 0 0 0 0 0 0 5:45 PM 2 3 0 0 5 0 0 0 0 0 0 1 5:30 PM 3 3 0 0 6 0 0 0 0 0 0 0 0 0 0 0 4000000 1 7 Peak Hour 8 10 0 0 18 0 0 0 0 0 0 0 0Count Total 20 20 0 0 40 0 2000001 0 0001 20 0N MARRIOTT DRWY E HORSETOOTH RD E HORSETOOTH RD DWYE HORSETOOTH RDMARRIOTT DRWY2,169TEV: 0.97PHF:1700171205 991 15 1,011 1,1230 17001726011 1,106 7 1,124 1,008 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 03_COLLEGE_MONROE to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 1 0 0 1 1 0 4 2 Peak Hour Date: Wed, Nov 04, 2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 3.1%0.85 TOTAL 3.5%0.90 TH RT WB 2.3%0.77 NB 3.9%0.91 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.8%0.64 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start MONROE DR MONROE DR COLLEGE AVE COLLEGE AVE 15-min TotalUTLTTHRT 0 2 1 3 0 8 3 133 1 332 0 7:15 AM 0 0 0 3 3 0 8 177 0 07:00 AM 0 1 0 3 0 1 2 3 183 5 512 0 7:45 AM 0 7 1 6 3 0 7 295 1 0 358 0 7:30 AM 0 5 1 5 0 2 2 170 4 0 4 153 10 583 1,785 8:00 AM 0 11 2 9 0 1 1 271 5 0 15 248 10022808 0 3 0 6 0 12 7 193 7 463 1,916 8:15 AM 0 6 1 5 6 1 8 215 2 0 6 217 4 543 2,098 8:45 AM 0 7 3 8 8 0 10 272 11 1 509 2,067 8:30 AM 0 4 0 4 0 4 2 239 13 0 12 210 2 557 2,0722669016206307018014 0 10 5 28 1 Count Total 0 41 8 43 0 22 10 66 1,543 42 3,857 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 5 0 28 4 55 1 75 1,905 45 1 23 2,098 0389973114086824 3 8 0 EB WB NB SB Total East 7:45 AM 1 1 10 9 21 0 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 0 1 0 0 0 0 7:30 AM 1 0 7 5 13 0 0 0 0 0 0 0 0 1831200 0 0 8:15 AM 0 0 9 7 16 0 1 1 0 0 1 0 0 0 0 0 8:00 AM 0 0 8 4 12 0 0 0 0 1 1 0 8:45 AM 0 1 8 5 14 0 0 0 1 0 0 0 8:30 AM 0 0 15 9 24 0 0 0 0 0 1 1 0 0 0 0 0010010 1 0 Peak Hour 1 1 42 29 73 0 2 3 0 1 4 2 1Count Total 2 3 70 45 120 0 0013110 0 1020 01 1N COLLEGE AVE MONROE DR MONROE DR COLLEGE AVEMONROE DR COLLEGE AVE2,098TEV: 0.9PHF:23868409321,054128 5 10 43 750 31997381,067903124 4 28 56 66 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 03_COLLEGE_MONROE to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 1 6 3 1 2 1 2 18 7 Peak Hour Date: Wed, Nov 04, 2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.9%0.92 TOTAL 0.7%0.95 TH RT WB 1.8%0.98 NB 0.4%0.96 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.0%0.93 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start MONROE DR MONROE DR COLLEGE AVE COLLEGE AVE 15-min TotalUTLTTHRT 0 19 3 20 4 8 21 350 9 867 0 4:15 PM 0 11 4 9 25 2 9 380 21 04:00 PM 0 8 7 12 0 18 5 26 365 4 886 0 4:45 PM 0 12 5 14 25 0 7 386 32 1 812 0 4:30 PM 0 10 2 9 0 17 2 303 18 1 22 382 8 852 3,417 5:00 PM 0 14 6 13 0 22 6 351 23 1 21 351 6017830013 0 16 7 32 0 10 12 417 7 915 3,465 5:15 PM 0 16 5 12 28 0 6 358 26 0 25 379 11 911 3,638 5:45 PM 0 6 4 10 33 3 9 373 32 0 960 3,613 5:30 PM 0 13 1 12 0 15 5 366 34 2 22 433 5 723 3,50930419224307201132803 0 70 26 123 3 Count Total 0 90 34 91 0 135 39 173 2,984 52 6,926 0 0 0 0 0 1 0 West North South 4:00 PM 0 1 3 0 55 17 221 9 65 2,821 205 7 29 3,638 0381,448 115 3 80 1,58051 5 9 0 EB WB NB SB Total East 4:45 PM 0 1 3 4 8 0 1 3 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1 0 4:15 PM 1 0 2 1 0 0 4:30 PM 1 1 4 5 11 0 1 0 0 1 1 1 0 0361000 0 0 5:15 PM 0 1 0 6 7 0 0 0 0 0 0 1 0 1 0 0 5:00 PM 0 1 2 3 6 0 0 2 0 0 2 2 5:45 PM 0 1 2 3 6 0 0 1 0 0 0 0 5:30 PM 0 1 1 3 5 0 0 0 0 0 0 2 0 0 1 0 0000001 2 0 Peak Hour 0 4 6 16 26 0 2 3 0 1 4 12 4Count Total 2 7 18 35 62 0 0002610 0 0020 01 6N COLLEGE AVE MONROE DR MONROE DR COLLEGE AVEMONROE DR COLLEGE AVE3,638TEV: 0.95PHF:291,580801,6921,6293123 26 70 219 2120 1151,448381,6041,704351 17 55 123 93 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com Appendix B Level of Service Worksheets EXISTING HCM 6Wh TWSC 1: SWaQfRUd & MRQURe 11/26/2020 6WDQIRUG CRQWLQXLQJ CDUH 5HWLUHPHQW CRPPXQLW\ 11/04/2020 AM MRGLILHG E[LVWLQJ 6\QFKUR 10 LLJKW 5HSRUW 3DJH 1 IQWHUVHFWLRQ IQW DHOD\, V/YHK 1.4 MRYHPHQW EBL EB5 NBL NB7 6B7 6B5 LDQH CRQILJXUDWLRQV 7UDIILF 9RO, YHK/K 6 13 22 91 101 12 FXWXUH 9RO, YHK/K 6 13 22 91 101 12 CRQIOLFWLQJ 3HGV, #/KU 0 0 0 0 0 0 6LJQ CRQWURO 6WRS 6WRS FUHH FUHH FUHH FUHH 57 CKDQQHOL]HG - 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MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 14.6 26.2 26.0 14.9 20.7 14.3 11.2 11.0 11.4 11.7 11.0 11.3 LnGrp LOS B C C B C B B B B B B B Approach Vol, Yeh/h 959 1060 93 124 Approach Dela\, s/Yeh 25.5 19.8 11.3 11.4 Approach LOS C B B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.6 8.3 23.1 28.6 7.2 24.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 19.5 5.5 21.5 19.5 5.0 22.0 Ma[ Q Clear Time (g_c+I1), s 3.4 3.9 16.0 3.9 3.0 15.7 Green E[t Time (p_c), s 0.2 0.0 2.6 0.3 0.0 3.2 Intersection Summar\ HCM 6th Ctrl Dela\ 21.4 HCM 6th LOS C HCM 6WK SLJQaOL]ed IQWeUVecWLRQ SXPPaU\ 3: LaQdLQJV /SWaQIRUd & HRUVeWRRWK 11/26/2020 Stanford Continuing Care Retirement Communit\ 11/04/2020 PM Modified E[isting S\nchro 10 Light Report Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (Yeh/h) 95 1048 76 105 1229 98 29 45 104 76 40 69 Future Volume (Yeh/h) 95 1048 76 105 1229 98 29 45 104 76 40 69 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 103 1139 83 114 1336 107 32 49 113 83 43 75 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 251 1307 95 281 1392 621 501 589 499 483 589 499 ArriYe On Green 0.07 0.39 0.39 0.07 0.39 0.39 0.31 0.31 0.31 0.31 0.31 0.31 Sat FloZ, Yeh/h 1781 3359 245 1781 3554 1585 1274 1870 1585 1224 1870 1585 Grp Volume(Y), Yeh/h 103 602 620 114 1336 107 32 49 113 83 43 75 Grp Sat FloZ(s),Yeh/h/ln 1781 1777 1826 1781 1777 1585 1274 1870 1585 1224 1870 1585 Q SerYe(g_s), s 2.0 18.8 18.8 2.2 22.0 2.6 1.1 1.1 3.2 3.1 1.0 2.0 C\cle Q Clear(g_c), s 2.0 18.8 18.8 2.2 22.0 2.6 2.1 1.1 3.2 4.2 1.0 2.0 Prop In Lane 1.00 0.13 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 251 691 711 281 1392 621 501 589 499 483 589 499 V/C Ratio(X) 0.41 0.87 0.87 0.41 0.96 0.17 0.06 0.08 0.23 0.17 0.07 0.15 AYail Cap(c_a), Yeh/h 278 693 712 306 1392 621 501 589 499 483 589 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 13.8 16.9 16.9 13.2 17.8 11.9 15.1 14.5 15.2 15.9 14.4 14.8 Incr Dela\ (d2), s/Yeh 1.1 11.6 11.5 0.9 15.6 0.1 0.2 0.3 1.1 0.8 0.2 0.6 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.7 8.7 8.9 0.8 10.5 0.8 0.3 0.5 1.2 0.9 0.4 0.7 Unsig. 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- None - - None - - None - - None Storage Length 0 - 0 0 - - - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 36 955 22 4 924 35 0 0 3 0 0 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 959 0 0 977 0 0 - - 478 - - 480 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy 4.14 - - 4.14 - - - - 6.94 - - 6.94 Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 - - 3.32 Pot Cap-1 Maneuver 713 - - 702 - - 0 0 534 0 0 532 Stage 1 - - - - - - 0 0 - 0 0 - Stage 2 - - - - - - 0 0 - 0 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 713 - - 702 - - - - 534 - - 532 Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.4 0 11.8 12.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 534 713 - 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MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 14.5 26.7 26.5 14.8 21.0 14.2 11.5 11.2 11.7 12.1 11.2 11.6 LnGrp LOS B C C B C B B B B B B B Approach Vol, Yeh/h 989 1100 98 134 Approach Dela\, s/Yeh 26.0 20.0 11.6 11.7 Approach LOS C B B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.2 8.4 23.5 28.2 7.3 24.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 19.5 5.5 21.5 19.5 5.0 22.0 Ma[ Q Clear Time (g_c+I1), s 3.4 4.0 16.4 4.2 3.1 16.1 Green E[t Time (p_c), s 0.3 0.0 2.5 0.4 0.0 3.1 Intersection Summar\ HCM 6th Ctrl Dela\ 21.7 HCM 6th LOS C HCM 6WK SLJQaOL]ed IQWeUVecWLRQ SXPPaU\ 3: LaQdLQJV /SWaQIRUd & HRUVeWRRWK 11/28/2020 Stanford Continuing Care Retirement Communit\ 11/04/2020 Total 2023 PM S\nchro 10 Light Report Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (Yeh/h) 98 1080 79 109 1269 104 30 49 108 88 44 72 Future Volume (Yeh/h) 98 1080 79 109 1269 104 30 49 108 88 44 72 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 107 1174 86 118 1379 113 33 53 117 96 48 78 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 230 1310 96 259 1394 622 511 625 530 493 625 530 ArriYe On Green 0.07 0.39 0.39 0.07 0.39 0.39 0.33 0.33 0.33 0.33 0.33 0.33 Sat FloZ, Yeh/h 1781 3357 246 1781 3554 1585 1265 1870 1585 1215 1870 1585 Grp Volume(Y), Yeh/h 107 621 639 118 1379 113 33 53 117 96 48 78 Grp Sat FloZ(s),Yeh/h/ln 1781 1777 1826 1781 1777 1585 1265 1870 1585 1215 1870 1585 Q SerYe(g_s), s 2.3 21.3 21.3 2.5 25.0 3.0 1.2 1.3 3.4 3.8 1.1 2.2 C\cle Q Clear(g_c), s 2.3 21.3 21.3 2.5 25.0 3.0 2.3 1.3 3.4 5.1 1.1 2.2 Prop In Lane 1.00 0.13 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 230 694 713 259 1394 622 511 625 530 493 625 530 V/C Ratio(X) 0.46 0.90 0.90 0.46 0.99 0.18 0.06 0.08 0.22 0.19 0.08 0.15 AYail Cap(c_a), Yeh/h 291 697 716 316 1394 622 511 625 530 493 625 530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 15.2 18.6 18.6 14.7 19.6 12.9 15.6 14.8 15.6 16.6 14.8 15.2 Incr Dela\ (d2), s/Yeh 1.5 14.1 14.0 1.3 21.5 0.1 0.2 0.3 1.0 0.9 0.2 0.6 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.9 10.3 10.6 0.9 13.0 1.0 0.4 0.6 1.3 1.1 0.5 0.8 Unsig. 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