The URL can be used to link to this page

Home My WebLink AboutPOLESTAR VILLAGE - FDP240010 - SUBMITTAL DOCUMENTS - ROUND 1 - Traffic Study Polestar – Traffic Impact Study 1 | P a g e Traffic Impact Study To: Michael Gornik From: Eli Farney, PE, PTOE Date: August 29, 2023 Polestar Mixed-Use Development Fort Collins, Colorado Prepared By: Eli Farney, PE, PTOE efarney@jrengineering.com JR Engineering 7200 South Alton Way, Suite C400 Centennial, CO 80112 Polestar – Traffic Impact Study 2 | P a g e Table of Contents Executive Summary 4 Introduction 5 Traffic Volumes and Distribution 8 Traffic Operations Analysis 16 Pedestrian, Bicycle, & Transit Analysis 20 Conclusion 22 Appendix 23 List of Figures Figure 1: Vicinity Map 5 Figure 2: Site Plan and Study Intersections 7 Figure 3: Site-Generated Traffic Distribution 9 Figure 4: Existing (2022) Traffic Volumes 10 Figure 5: Site-Generated Traffic Volumes 11 Figure 6: Opening Day (2024) Background Traffic Volumes 12 Figure 7: Opening Day (2024) Total Traffic Volumes 13 Figure 8: Future (2045) Background Traffic Volumes 14 Figure 9: Future (2045) Total Traffic Volumes 15 Figure 10: Pedestrian Analysis Area 21 List of Tables Table 1: 2022 Existing Levels of Service 16 Table 2: 2024 Opening Day Levels of Service 17 Table 3: 2045 Future Year Levels of Service 17 Table 4: 2022 Existing 95th Percentile Queue Lengths 18 Table 5: 2024 Opening Day 95th Percentile Queue Lengths 18 Table 6: 2045 Future 95th Percentile Queue Lengths 19 Polestar – Traffic Impact Study 3 | P a g e List of Appendices Appendix A: Pedestrian & Transit Analysis 23 Appendix B: Traffic Counts 26 Appendix C: Trip Generation 35 Appendix D: Synchro Reports 44 Appendix E: Base Assumptions Form 141 Polestar – Traffic Impact Study 4 | P a g e Executive Summary JR Engineering (JR) has completed a review of the traffic impacts resulting from the proposed Polestar Mixed- Use Development (Project) in Fort Collins, Colorado (City). The objectives of this Traffic Impact Study (TIS) are:  Estimate site-generated traffic and route trips onto adjacent streets.  Perform traffic operations analysis for 2024 Opening Day and 2045 Future Year scenarios.  Make recommendations for roadway improvements to accommodate new traffic. The methodology, content, and findings of this TIS are consistent with the following documents:  Larimer County Urban Area Street Standards (LCUASS) – Chapter 4 – Transportation Impact Study The base assumptions form according to LCUASS is included in Appendix E. Key Findings of this TIS  Levels of Service o No operational concerns related to levels of service were identified as part of this TIS.  Queue Lengths o No operational concerns related to queuing were identified as part of this TIS.  Pedestrian, Bicycle, & Transit Facilities o Pedestrian facilities are mostly adequate in the area surrounding the Project site, which is primarily residential. Bicycle lanes are present along nearby major streets. Sidewalks and crosswalks are proposed as part of the Project. The site has access to existing bus stops along Elizabeth Street. Polestar – Traffic Impact Study 5 | P a g e Introduction JR has completed a review of the existing and forecasted traffic operations in the vicinity of the planned Polestar Mixed-Use Development. A vicinity map is included in Figure 1. Figure 1: Vicinity Map Polestar – Traffic Impact Study 6 | P a g e Land Uses The Polestar development is anticipated to contain the following land uses:  Residential (144 dwelling units) o Single Family Detached & Attached (47 dwelling units) o Townhomes (51 dwelling units) o Multi-Family (46 dwelling units)  Urban Agriculture (1 acre)  Community Center  Wellness Center  Place of Worship  Neighborhood Commercial (1,700 SF) Study Intersections Five intersections were analyzed as part of this TIS. Four of them are external to the site, and one is internal. The study intersections, along with a site plan, are shown in Figure 2. Polestar – Traffic Impact Study 7 | P a g e Figure 2: Site Plan and Study Intersections Polestar – Traffic Impact Study 8 | P a g e Traffic Volumes and Distribution Existing Traffic Volumes Existing traffic volumes were obtained on Wednesday, April 27, 2022 by All Traffic Data Services for external intersections E1, E2, and E3. The E4 intersection was added to the study later and was counted by All Traffic Data Services on Thursday, June 16, 2022. Traffic counts are included in Appendix B. Existing volumes are shown in Figure 4. Background Traffic Growth Rate JR applied a 1.5% growth rate to the existing traffic volumes to account for future development. Discussions with the City indicated that a growth rate of 1 -2% would be reasonable. The North Front Range Metropolitan Planning Organization (NFRMPO) anticipates 1.5% annual gro wth in population in the Fort Collins Growth Management Area through 2045. Future background traffic volumes are shown in Figure 6 (2024) and Figure 8 (2045). Background traffic was added to the internal study intersection at Orchard & Locust Grove. Although this intersection is not existing, it is anticipated that background traffic will use this intersection in the future. Background traffic volumes at this intersection were determined by extrapolating from the external study intersections. Site-Generated Traffic Volumes Site-generated traffic volumes were estimated using ITE Trip Generation Manual, 10 th Edition. The Polestar development is expected to produce the following trips:  Average Daily Trips: 1,520  AM Peak Entering Site: 33  AM Peak Exiting Site: 67  PM Peak Entering Site: 78  PM Peak Exiting Site: 54 A trip generation report is included in Appendix C. Site-generated traffic volumes are shown in Figure 5. Distribution of Site-Generated Traffic Site-generated traffic was routed onto adjacent streets according to the distribution in Figure 3. Polestar – Traffic Impact Study 9 | P a g e Figure 3: Site-Generated Traffic Distribution Total Traffic Total traffic is the sum of background and site-generated traffic. JR forecasted total traffic volumes at the study intersections in the years 2024 (Opening Day) and 2045 (Future Year). Total traffic volumes are shown in Figure 7 (2024) and Figure 9 (2045). Polestar –Traffic Impact Study 10 |P a g e Existing (2022) Traffic Volumes Existing traffic volumes at the external study intersections are included in Figure 4. Existing lane geometry is shown. Figure 4:Existing (2022) Traffic Volumes E1 113 (250) 8 (17) 180 (184) 2 (11) 5 ( 7 ) 22 ( 1 6 ) Elizabeth St Ki m b a l l R d E2 0 (0) 1 (1) 4 (1) 0 (0) 1 (0) 1 (0) 0 ( 2 ) 7 ( 2 8 ) 1 ( 2 ) 0 ( 0 ) 19 ( 2 1 ) 0 ( 1 ) Plum St E3 31 (52) 2 (7) 55 (62) 5 (2) 7 ( 4 ) 5 ( 4 ) Mulberry St Lo c u s t G r o v e Dr E1 E2 E3 Legend AM (PM) Stop Control Ki m b a l l R d E4 E4 19 (34) 2 (8) 26 (47) 0 (6) 4 ( 1 ) 8 ( 8 ) Mulberry St Lo u i s e L n Note: Intersections E3 and E4 were counted on different days. Therefore, volumes at these two adjacent intersections are sign ificantly different. E1 E2 E3 Legend AM (PM) Stop Control E4 11 |P a g e Site-Generated Traffic Volumes Site-generated traffic volumes at the study intersections are included in Figure 5. Figure 5:Site-Generated Traffic Volumes I1 Polestar –Traffic Impact Study E1 11 (28) 5 (12) 10 ( 8 ) 26 (24 ) Elizabeth St Ki m b a l l R d E2 28 (24) 14 ( 2 5 ) 2 ( 1 5 ) 8 ( 9 ) Plum St E3 7 (16) 14 ( 1 1 ) 8 ( 5 ) Mulberry St Lo c u s t G r o v e Dr Ki m b a l l R d 11 (28) 3 (0) 20 (21) 2 ( 6 ) Orchard Pl Lo c u s t G r o v e Dr 11 (11) 5 ( 1 0 ) I1E4 10 (24) 20 ( 1 6 ) Mulberry St Lo u i s e L n E1 E2 E3 Legend AM (PM) Stop Control E4 I1 12 |P a g e Opening Day (2024) Background Traffic Volumes 2024 background traffic volumes at the study intersections are included in Figure 6. Existing lane geometry is shown. Figure 6:Opening Day (2024) Background Traffic Volumes Polestar –Traffic Impact Study E1 116 (258) 8 (18) 185 (190) 2 (11) 5 ( 7 ) 23 ( 1 6 ) Elizabeth St Ki m b a l l R d E2 1 (1) 4 (1) 1 (0) 1 (0) 0 ( 2 ) 7 ( 2 9 ) 1 ( 2 ) 20 ( 2 2 ) 0 ( 1 ) Plum St E3 32 (54) 2 (7) 57 (64) 5 (2) 7 ( 4 ) 5 ( 4 ) Mulberry St Lo c u s t G r o v e Dr Ki m b a l l R d 12 (8)7 ( 9 ) I1 Orchard Pl Lo c u s t G r o v e Dr E4 20 (35) 2 (8) 27 (48) 0 (6) 4 ( 1 ) 8 ( 8 ) Mulberry St Lo u i s e L n No m i n a l Nominal Nominal No m i n a l Nominal Nominal Nominal E1 E2 E3 Legend AM (PM) Stop Control E4 I1 13 |P a g e Opening Day (2024) Total Traffic Volumes 2024 total traffic volumes at the study intersections are included in Figure 7. Existing lane geometry is shown. Figure 7:Opening Day (2024) Total Traffic Volumes Polestar –Traffic Impact Study E1 116 (258) 19 (46) 185 (190) 7 (23) 15 (15 ) 49 (40 ) Elizabeth St Ki m b a l l R d E2 5 (5) 5 (5) 5 (5) 5 (5) 5 (5) 29 (24) 14 ( 2 7 ) 9 ( 4 4 ) 5 ( 5 ) 5 ( 5 ) 28 (31 ) 5 ( 5 ) Plum St E3 32 (54) 5 (7) 57 (64) 12 (18) 21 (15 ) 13 ( 9 ) Mulberry St Lo c u s t G r o v e Dr Ki m b a l l R d 11 (28) 15 (8) 20 (21) 9 (15 ) 11 (11) 5 (1 0 ) I1 Orchard Pl Lo c u s t G r o v e Dr E4 20 (35) 12 (32) 27 (48) 5 (6) 5 ( 5 ) 28 ( 2 4 ) Mulberry St Lo u i s e L n E1 E2 E3 Legend AM (PM) Stop Control E4 I1 14 |P a g e Future (2045) Background Traffic Volumes 2045 background traffic volumes at the study intersections are included in Figure 8. Existing lane geometry is shown. Figure 8:Future (2045) Background Traffic Volumes Polestar –Traffic Impact Study E1 160 (353) 11 (24) 254 (260) 3 (16) 7 ( 1 0 ) 31 ( 2 3 ) Elizabeth St Ki m b a l l R d E2 1 (1) 6 (1) 1 (0) 1 (0) 0 ( 3 ) 10 ( 4 0 ) 1 ( 3 ) 27 ( 3 0 ) 0 ( 1 ) Plum St E3 44 (73) 3 (10) 78 (88) 7 (3) 10 ( 6 ) 7 ( 6 ) Mulberry St Lo c u s t G r o v e Dr Ki m b a l l R d 17 (11)10 ( 1 3 ) I1 Orchard Pl Lo c u s t G r o v e Dr E4 27 (48) 3 (11) 37 (66) 0 (8) 6 ( 1 ) 11 ( 1 1 ) Mulberry St Lo u i s e L n No m i n a l Nominal Nominal No m i n a l Nominal Nominal Nominal E1 E2 E3 Legend AM (PM) Stop Control E4 I1 15 |P a g e Future (2045) Total Traffic Volumes 2045 total traffic volumes at the study intersections are included in Figure 9. Existing lane geometry is shown. Figure 9:Future (2045) Total Traffic Volumes Polestar –Traffic Impact Study E1 160 (353) 22 (52) 254 (260) 8 (28) 17 ( 1 8 ) 57 ( 4 7 ) Elizabeth St Ki m b a l l R d E2 5 (5) 5 (5) 6 (5) 5 (5) 5 (5) 29 (24) 14 ( 2 8 ) 12 ( 5 5 ) 5 ( 5 ) 5 ( 5 ) 35 ( 3 9 ) 5 ( 5 ) Plum St E3 44 (73) 5 (10) 78 (88) 14 (19) 24 (17 ) 15 ( 1 1 ) Mulberry St Lo c u s t G r o v e Dr Ki m b a l l R d 11 (28) 20 (11) 20 (21) 12 (19 ) 11 (11) 5 (1 0 ) I1 Orchard Pl Lo c u s t G r o v e Dr E4 27 (48) 13 (35) 37 (66) 5 (8) 6 ( 5 ) 31 ( 2 7 ) Mulberry St Lo u i s e L n Polestar – Traffic Impact Study 16 | P a g e Traffic Operations Analysis Traffic operations were analyzed using HCM 6th Edition methodology. Synchro reports are included in Appendix D. Levels of Service JR analyzed each of the study intersections for peak hour level of service (LOS). Table 1 includes the LOS for each movement in the existing condition (2022). Table 2 includes the forecasted LOS for background traffic and total traffic in the year 2024. Table 3 includes the forecasted LOS for background traffic and total traffic in the year 2045. Table 1: 2022 Existing Levels of Service Intersection Movement/Approach AM Peak LOS PM Peak LOS E1 – Elizabeth & Kimball EB Left A A SB Approach B B E2 – Plum & Kimball EB Approach A A WB Approach A A NB Approach A A SB Approach A A E3 – Mulberry & Locust Grove WB Approach A A NB Approach A A E4 – Mulberry & Louise WB Approach A A NB Approach A A Polestar – Traffic Impact Study 17 | P a g e Table 2: 2024 Opening Day Levels of Service Intersection Movement/ Approach AM Peak Hour LOS PM Peak Hour LOS Background Traffic Total Traffic Background Traffic Total Traffic E1 – Elizabeth & Kimball EB Left A A A A SB Approach B B B B E2 – Plum & Kimball EB Approach A A A A WB Approach A A A A NB Approach A A A A SB Approach A A A A E3 – Mulberry & Locust Grove WB Approach A A A A NB Approach A A A A E4 – Mulberry & Louise WB Approach A A A A NB Approach A A A A I1 – Orchard & Locust Grove EB Approach A A A A SB Approach A A A A Table 3: 2045 Future Year Levels of Service Intersection Movement/ Approach AM Peak Hour LOS PM Peak Hour LOS Background Traffic Total Traffic Background Traffic Total Traffic E1 – Elizabeth & Kimball EB Left A A A A SB Approach B B B C E2 – Plum & Kimball EB Approach A A A A WB Approach A A A A NB Approach A A A A SB Approach A A A A E3 – Mulberry & Locust Grove WB Approach A A A A NB Approach A A A A E4 – Mulberry & Louise WB Approach A A A A NB Approach A A A A I1 – Orchard & Locust Grove EB Approach A A A A SB Approach A A A A Discussion on Levels of Service Levels of service are expected to be satisfactory at all study intersections through 2045. The southbound approach at the Elizabeth & Kimball intersection is expected to operate at LOS B in most scenarios. In the PM peak hour of 2045, this approach is anticipated to operate at LOS C, which is still satisfactory. All other approaches/movements are expected to operate at LOS A through 2045. Polestar – Traffic Impact Study 18 | P a g e Queue Lengths JR analyzed each of the study intersections for 95 th percentile queue lengths using HCM 6th Edition methodology. Table 4 includes the queue lengths for the year 2022 with existing traffic. Table 5 includes the queue lengths for the year 2024 with total traffic. Table 6 includes the queue lengths for the year 2045 with total traffic. Table 4: 2022 Existing 95th Percentile Queue Lengths Intersection Movement/Approach AM Peak Queue (ft) PM Peak Queue (ft) E1 – Elizabeth & Kimball EB Left <25 <25 SB Approach <25 <25 E2 – Plum & Kimball EB Approach <25 <25 WB Approach <25 <25 NB Approach <25 <25 SB Approach <25 <25 E3 – Mulberry & Locust Grove WB Approach <25 <25 NB Approach <25 <25 E4 – Mulberry & Louise WB Approach <25 <25 NB Approach <25 <25 Table 5: 2024 Opening Day 95th Percentile Queue Lengths Intersection Movement/Approach AM Peak Queue (ft) PM Peak Queue (ft) E1 – Elizabeth & Kimball EB Left <25 <25 SB Approach <25 <25 E2 – Plum & Kimball EB Approach <25 <25 WB Approach <25 <25 NB Approach <25 <25 SB Approach <25 <25 E3 – Mulberry & Locust Grove WB Approach <25 <25 NB Approach <25 <25 E4 – Mulberry & Louise WB Approach <25 <25 NB Approach <25 <25 I1 – Orchard & Locust Grove EB Approach <25 <25 SB Approach <25 <25 Polestar – Traffic Impact Study 19 | P a g e Table 6: 2045 Future 95th Percentile Queue Lengths Intersection Movement/Approach AM Peak Queue (ft) PM Peak Queue (ft) E1 – Elizabeth & Kimball EB Left <25 <25 SB Approach <25 <25 E2 – Plum & Kimball EB Approach <25 <25 WB Approach <25 <25 NB Approach <25 <25 SB Approach <25 <25 E3 – Mulberry & Locust Grove WB Approach <25 <25 NB Approach <25 <25 E4 – Mulberry & Louise WB Approach <25 <25 NB Approach <25 <25 I1 – Orchard & Locust Grove EB Approach <25 <25 SB Approach <25 <25 Discussion on Queue Lengths Queues are expected to be nominal at all study intersections through 2045. No operational concerns are anticipated as a result of queuing. Average Daily Traffic on Local Streets JR estimated average daily traffic (ADT) volumes on local streets near the Project site. The future ADT volumes are as follows:  Kimball Road……………….1,100 vehicles/day  Locust Grove Drive………790 vehicles/day  Louise Lane………………….840 vehicles/day The ADT volumes are within the threshold of 1,500 vehicles per day for local streets. Polestar – Traffic Impact Study 20 | P a g e Pedestrian, Bicycle, & Transit Analysis Existing Pedestrian Facilities Existing sidewalks are located along the local streets in the surrounding residential area. Along Elizabeth Street, continuous sidewalks exist on the south side, while disconnected sidewalk segments exist on the north side. Along Mulberry Street, a few disconnected segments of sidewalk exist. An existing concrete path is located on the west side of the Project site parallel to the Pleasant Valley and Lake Canal. Existing Bicycle Facilities Bicycle lanes exist on both sides of Elizabeth Street and Mulberry Street near the study intersections. For the local streets in the residential area surrounding the Project site, lanes are not marked. Existing Transit Facilities Two bus stops exist on Elizabeth Street near the Project site. One is located just east of Overland Trail and the other is between Rocky Road and Timber Lane. Links to Neighboring Land Uses JR analyzed pedestrian links to other land uses within 1,320 feet of the Pro ject site. Figure 10 shows the approximate area analyzed. Additionally, schools within 1.5 miles of the site w ere considered. The pedestrian analysis worksheet according to LCUASS is included in Appendix A. Links to Transit Facilities JR considered pedestrian and bike connections to transit facilities, parti cularly along Elizabeth Street. A Level of Service analysis according to the Fort Collins Pedestrian Plan is included in Appendix A. In the 2024 Opening Day scenario, pedestrians may use Plum Street and Kimball Road to access the existing bus stops along Elizabeth Street. The West Elizabeth Corridor is proposed by the City as a future bus rapid transit route. This project is expected to provide enhanced transit services to the Polestar site. In the future, a planned trail connection to Elizabeth Street will be made by others. The trail will connect Elizabeth Street to the existing path along the canal west of the Project site. Polestar – Traffic Impact Study 21 | P a g e Figure 10: Pedestrian Analysis Area Proposed Improvements The following improvements for pedestrians are proposed as part of the Project:  Local streets within the Project site will have sidewalks on both sides.  Crosswalks will be installed at neck-downs in the street to promote safe pedestrian crossings. Polestar – Traffic Impact Study 22 | P a g e Conclusion Below is a summary of conclusions and findings of this TIS. Levels of Service No operational concerns related to levels of service were identified as part of this TIS. Queue Lengths No operational concerns related to queuing were identified as part of this TIS. Pedestrian, Bicycle, & Transit Facilities Pedestrian facilities are mostly adequate in the vicinity of the Project site. The surrounding area has a residential character with sidewalks along most streets. Bicycle lanes are present along Elizabeth Street and Mulberry Street. Proposed improvements as part of the Project include sidewalks and crosswalks. A trail connection to Elizabeth Street is planned to be built in the future by others. Existing bus stops are located along Elizabeth Street. The City is proposing Elizabeth Street as a future bus rapid transit corridor. Polestar – Traffic Impact Study 23 | P a g e Appendix A Pedestrian & Transit Analysis Pedestrian Analysis Worksheet Project Classification: Residential Description of Destination Destination Classification Level of Service Security Directness Continuity Street Crossings (signalized) Street Crossings (unsignalized) Visual Appeal & Amenities Surface Condition 1 Residential area around site Residential Existing A A B N/A B C A Proposed A A B N/A B C A 2 CSU laboratories west of site Residential Existing A B C N/A C C A Proposed A B C N/A C C A 3 Bauder Elementary School Residential Existing A A C A C C A Proposed A A C A C C A 4 Irish Elementary School Residential Existing A C C B C C A Proposed A C C B C C A 5 Blevins Middle School Residential Existing A B C A C C A Proposed A B C A C C A 6 Poudre High School Commercial Existing A B C A C C A Proposed A B C A C C A Transit Analysis Worksheet Project Classification: Residential Description of Destination Destination Classification Level of Service Directness Continuity Street Crossings (signalized) Visual Appeal & Amenities Security 1 Elizabeth & Timber Bus Stop Transit Existing C C N/A C B Proposed C C N/A C B 2 Elizabeth & Overland Bus Stop Transit Existing D E N/A C B Proposed B B N/A C B Polestar – Traffic Impact Study 24 | P a g e Appendix B Traffic Counts 26 LOCUST GROVE DR LOCUST GROVE DRW MULBERRY STW MULBERRY ST (303) 216-2439 www.alltrafficdata.net Location:1 LOCUST GROVE DR & W MULBERRY ST AM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:08:00 AM - 09:00 AM Peak 15-Minutes:08:45 AM - 09:00 AM 0 0 33 60 127 61 39 0.83 N S EW 0.00 0.75 0.60 0.85 ()() (53) (102) (62) (101) (20)(10) 0 00 0 31 2 5 55 0 0 1 0 7 0 50 W MULBERRY ST W MULBERRY ST LOCUST GROVE DR LOCUST GROVE DR 0 0 2 0 N S EW 0 0 02 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 3 0 0 0 00 0 6 0 0 2 13 0 0 0 0681 0 1 0 7:15 AM 0 0 0 0 0 00 0 6 0 0 9 16 0 0 0 0770 0 1 0 7:30 AM 0 1 0 0 0 00 0 11 1 0 1 15 0 0 0 0840 0 1 0 7:45 AM 0 1 0 0 0 00 0 15 0 1 6 24 0 0 0 0981 0 0 0 8:00 AM 0 1 0 0 0 00 0 14 0 1 5 22 0 0 0 01061 0 0 0 8:15 AM 0 0 0 0 0 00 0 10 0 1 8 23 0 0 0 02 0 2 0 8:30 AM 0 3 0 0 0 00 0 18 0 0 7 29 0 0 2 00 0 1 0 8:45 AM 0 3 0 0 0 01 0 13 0 0 11 32 0 0 0 02 0 2 0 Count Total 0807 174000012049319301 020 0 Peak Hour 1 0 55 0 2 31 0 7 0 0 0 0 1065 0 5 0 0 0 2 0 KIMBALL RD KIMBALL RDW ELIZABETH STW ELIZABETH ST (303) 216-2439 www.alltrafficdata.net Location:2 KIMBALL RD & W ELIZABETH ST AM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:08:00 AM - 09:00 AM Peak 15-Minutes:08:45 AM - 09:00 AM 27 10 121 202 00 182 118 0.81 N S EW 0.75 0.62 0.00 0.89 (18)(52) (212) (375) (204) (333) ()() 5 022 8 113 0 0 180 2 0 0 0 0 0 00 W ELIZABETH ST W ELIZABETH ST KIMBALL RD KIMBALL RD 1 0 0 0 N S EW 0 0 00 0 1 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 0 0 3 00 0 22 0 0 10 35 0 0 0 02670 0 0 0 7:15 AM 0 0 0 0 7 00 0 40 0 0 14 62 0 0 0 03030 1 0 0 7:30 AM 0 0 0 0 10 00 2 40 0 0 26 79 0 0 0 03160 1 0 0 7:45 AM 0 0 0 0 5 00 1 46 0 0 36 91 0 0 0 03190 3 0 0 8:00 AM 0 0 0 0 2 00 0 43 0 0 25 71 0 0 0 03300 1 0 0 8:15 AM 0 0 0 0 7 00 0 43 0 0 24 75 0 0 0 00 0 0 1 8:30 AM 0 0 0 0 4 00 1 51 0 0 22 82 0 0 0 00 0 0 4 8:45 AM 0 0 0 0 9 00 1 43 0 0 42 102 0 0 0 10 7 0 0 Count Total 50130 59704700001990032850 100 0 Peak Hour 0 2 180 0 0 113 0 0 0 0 22 0 3300 8 0 5 0 0 0 1 KIMBALL RD KIMBALL RDW PLUM STW PLUM ST (303) 216-2439 www.alltrafficdata.net Location:3 KIMBALL RD & W PLUM ST AM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:08:00 AM - 09:00 AM Peak 15-Minutes:08:45 AM - 09:00 AM 19 9 5 1 824 2 0 0.61 N S EW 0.68 0.42 0.33 0.50 (18)(36) (10) (2) () (6) (15)(47) 0 00 1 0 4 1 0 1 0 0 19 0 7 10 W PLUM ST W PLUM ST KIMBALL RD KIMBALL RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 0 0 0 10 1 0 0 1 0 4 0 0 0 0331 0 0 0 7:15 AM 0 0 1 0 0 50 0 0 0 0 0 7 0 0 0 0320 1 0 0 7:30 AM 0 0 3 0 0 60 0 0 0 2 0 13 0 0 0 0332 0 0 0 7:45 AM 0 0 2 0 0 50 0 0 0 0 0 9 0 0 0 0290 1 1 0 8:00 AM 0 0 1 0 0 10 0 0 0 0 0 3 0 0 0 0341 0 0 0 8:15 AM 0 0 0 0 0 70 1 0 0 0 0 8 0 0 0 00 0 0 0 8:30 AM 0 0 1 0 0 60 0 0 0 1 0 9 0 0 0 00 1 0 0 8:45 AM 0 0 5 0 0 50 0 0 0 3 0 14 0 0 0 00 0 1 0 Count Total 0234 6736001300070020 000 0 Peak Hour 0 1 0 0 4 0 0 0 7 0 0 19 341 1 1 0 0 0 0 0 LOUISE LANE LOUISE LANEMULBERRY STMULBERRY ST (303) 216-2439 www.alltrafficdata.net Location:1 LOUISE LANE & MULBERRY ST AM Thursday, June 16, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:07:45 AM - 08:00 AM 0 0 21 34 122 26 23 0.92 N S EW 0.00 0.88 0.75 0.73 ()() (35) (61) (35) (48) (17)(4) 0 00 0 19 2 0 26 0 0 0 0 4 0 80 MULBERRY ST MULBERRY ST LOUISE LANE LOUISE LANE 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 0 0 0 00 0 4 0 0 3 7 0 0 0 0490 0 0 0 7:15 AM 0 0 0 0 0 00 0 10 0 0 4 15 0 0 0 0580 0 1 0 7:30 AM 0 2 0 0 0 00 0 2 0 0 5 11 0 0 0 0590 0 2 0 7:45 AM 0 1 0 0 0 00 0 9 0 0 5 16 0 0 0 0570 0 1 0 8:00 AM 0 1 0 0 0 00 0 8 0 0 5 16 0 0 0 0510 0 2 0 8:15 AM 0 0 0 0 0 00 0 7 0 2 4 16 0 0 0 00 0 3 0 8:30 AM 0 0 0 0 0 00 0 5 0 2 1 9 0 0 0 00 0 1 0 8:45 AM 0 0 0 0 0 00 0 3 0 0 4 10 0 0 0 00 0 3 0 Count Total 01300 10000004031404800 000 0 Peak Hour 0 0 26 0 2 19 0 4 0 0 0 0 590 0 8 0 0 0 0 0 LOCUST GROVE DR LOCUST GROVE DRW MULBERRY STW MULBERRY ST (303) 216-2439 www.alltrafficdata.net Location:1 LOCUST GROVE DR & W MULBERRY ST PM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:00 PM - 05:00 PM Peak 15-Minutes:04:00 PM - 04:15 PM 0 0 59 66 89 64 56 0.70 N S EW 0.00 0.70 0.56 0.67 ()() (100) (114) (94) (115) (11)(18) 0 00 0 52 7 2 62 0 0 0 0 4 0 40 W MULBERRY ST W MULBERRY ST LOCUST GROVE DR LOCUST GROVE DR 0 0 6 0 N S EW 0 0 15 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 0 0 0 00 0 23 0 1 20 47 0 0 0 01311 0 2 0 4:15 PM 0 0 0 0 0 00 0 9 0 2 11 22 0 0 2 01100 0 0 0 4:30 PM 0 1 0 0 0 00 0 21 0 4 9 36 0 0 0 01180 0 1 0 4:45 PM 0 3 0 0 0 00 0 9 0 0 12 26 0 0 4 01061 0 1 0 5:00 PM 0 1 0 0 0 00 0 14 0 1 8 26 0 0 0 0951 0 1 0 5:15 PM 0 1 0 0 0 00 0 12 0 3 12 30 0 0 0 02 0 0 0 5:30 PM 0 0 0 0 0 00 0 16 0 0 8 24 0 0 2 00 0 0 0 5:45 PM 0 0 0 0 0 00 0 5 0 1 8 15 0 0 0 01 0 0 0 Count Total 0506 2260000608812010900 080 0 Peak Hour 0 0 62 0 7 52 0 4 0 0 0 0 1312 0 4 0 0 0 6 0 KIMBALL RD KIMBALL RDW ELIZABETH STW ELIZABETH ST (303) 216-2439 www.alltrafficdata.net Location:2 KIMBALL RD & W ELIZABETH ST PM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:45 PM - 05:45 PM Peak 15-Minutes:05:15 PM - 05:30 PM 23 28 267 200 00 195 257 0.95 N S EW 0.52 0.89 0.00 0.94 (46)(39) (496) (383) (472) (366) ()() 7 016 17 250 0 0 184 11 0 0 0 0 0 00 W ELIZABETH ST W ELIZABETH ST KIMBALL RD KIMBALL RD 1 0 0 0 N S EW 0 0 00 1 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 0 0 1 00 0 39 0 0 59 103 0 0 0 04430 3 0 1 4:15 PM 0 0 0 0 2 00 1 46 0 0 49 102 0 0 0 14500 4 0 0 4:30 PM 0 0 0 0 8 00 0 39 0 0 58 111 0 0 0 04760 6 0 0 4:45 PM 0 0 0 0 2 00 1 51 0 0 65 127 0 0 0 04850 6 0 2 5:00 PM 0 0 0 0 2 00 2 47 0 0 58 110 0 0 0 14580 1 0 0 5:15 PM 0 0 0 0 4 00 5 41 0 0 69 128 0 0 0 00 7 0 2 5:30 PM 0 0 0 0 8 00 3 45 0 0 58 120 0 0 0 00 3 0 3 5:45 PM 0 0 0 0 4 01 1 44 0 0 47 100 0 0 0 00 3 0 0 Count Total 80330 901031000046300352131 200 0 Peak Hour 0 11 184 0 0 250 0 0 0 0 16 0 4850 17 0 7 0 0 0 1 KIMBALL RD KIMBALL RDW PLUM STW PLUM ST (303) 216-2439 www.alltrafficdata.net Location:3 KIMBALL RD & W PLUM ST PM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:45 PM - 05:45 PM Peak 15-Minutes:05:30 PM - 05:45 PM 22 29 2 3 3323 0 2 0.68 N S EW 0.52 0.50 0.63 0.25 (47)(38) (2) (3) (2) (2) (51)(41) 0 01 1 0 1 0 0 0 0 0 21 2 28 21 W PLUM ST W PLUM ST KIMBALL RD KIMBALL RD 2 4 0 3 N S EW 2 2 00 0 2 2 1 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 3 0 0 20 0 0 0 0 0 6 0 1 0 0381 0 0 0 4:15 PM 0 0 5 0 0 20 0 0 0 0 0 7 1 0 0 0370 0 0 0 4:30 PM 0 0 6 0 0 80 0 0 0 0 0 14 0 0 0 0500 0 0 0 4:45 PM 0 0 7 0 0 30 0 0 0 1 0 11 0 0 0 0570 0 0 0 5:00 PM 0 0 3 0 1 10 0 0 0 0 0 5 1 2 0 2550 0 0 0 5:15 PM 0 1 12 0 0 60 0 0 0 0 0 20 0 1 0 00 1 0 0 5:30 PM 1 1 6 0 0 110 0 0 0 0 0 21 2 1 0 00 0 2 0 5:45 PM 0 0 4 0 0 40 0 0 0 0 0 9 0 0 0 01 0 0 0 Count Total 0212 9337104621010000 204 5 Peak Hour 0 0 0 0 1 0 1 2 28 0 1 21 570 1 2 0 3 4 0 2 LOUISE LANE LOUISE LANEMULBERRY STMULBERRY ST (303) 216-2439 www.alltrafficdata.net Location:1 LOUISE LANE & MULBERRY ST PM Thursday, June 16, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:05:00 PM - 06:00 PM Peak 15-Minutes:05:00 PM - 05:15 PM 0 0 42 55 914 53 35 0.84 N S EW 0.00 0.88 0.63 0.83 ()() (66) (106) (57) (94) (21)(18) 0 00 0 34 8 6 47 0 0 0 0 1 0 80 MULBERRY ST MULBERRY ST LOUISE LANE LOUISE LANE 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 0 0 0 00 0 8 0 0 4 12 0 0 0 0770 0 0 0 4:15 PM 1 0 0 0 0 00 0 12 0 1 4 21 0 0 0 0960 0 3 0 4:30 PM 0 1 0 0 0 00 0 11 0 1 6 24 0 0 0 01010 0 5 0 4:45 PM 0 0 0 0 0 00 0 10 0 1 7 20 0 0 0 01030 0 2 0 5:00 PM 0 0 0 0 0 00 0 14 0 2 10 31 0 0 0 01042 0 3 0 5:15 PM 0 1 0 0 0 00 0 13 0 1 8 26 0 0 0 02 0 1 0 5:30 PM 0 0 0 0 0 00 0 12 0 5 7 26 0 0 0 00 0 2 0 5:45 PM 0 0 0 0 0 00 0 8 0 0 9 21 0 0 0 02 0 2 0 Count Total 01806 181000021551108800 000 0 Peak Hour 0 0 47 0 8 34 0 1 0 0 0 0 1046 0 8 0 0 0 0 0 Polestar – Traffic Impact Study 25 | P a g e Appendix C Trip Generation 35 Trip Generation Summary Open Date: Analysis Date: 7/13/2023 7/13/2023Project: Polestar Alternative: Alternative 1 Phase: ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total *** Weekday Average Daily Trips Weekday AM Peak Hour of Adjacent Street Traffic Weekday PM Peak Hour of Adjacent Street Traffic 210 SFHOUSE 47 Dwelling Units 222 222 444 9 26 35 30 17 47 220 LOW-RISE 2 46 Dwelling Units 169 168 337 5 16 21 16 10 26 220 LOW-RISE 1 51 Dwelling Units 187 186 373 5 18 23 18 11 29 254 WELLNESS 2 1000 Sq. Ft. GFA 4 4 8 1 0 1 0 1 1 495 RECCENTER 9 1000 Sq. Ft. GFA 130 129 259 11 5 16 10 11 21 560 CHURCH 5 1000 Sq. Ft. GFA 18 17 35 1 1 2 1 1 2 820 COMMERCIAL 1.7 1000 Sq. Ft. GLA 32 32 64 1 1 2 3 3 6 Unadjusted Volume 762 758 1520 33 67 100 78 54 132 Internal Capture Trips 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 1 1 2 762 758 1520 33 67 100 76 52 128 Pass-By Trips Volume Added to Adjacent Streets Total Weekday Average Daily Trips Internal Capture = 0 Percent Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 2 Percent P. 1TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition - Custom rate used for selected time period.* Detailed Land Use Data Project: Open Date: Analysis Date:Polestar 7/13/2023 7/13/2023 For 47 Dwelling Units of SFHOUSE ( 210 ) Single-Family Detached Housing Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 9.44 4.81 2.119.39 264 50 50 False Ln(T) = 0.92 Ln(X) + 2.71 0.95444 0 Trip Generation Manual 10th EditionSource : Weekday AM Peak Hour of Adjacent Street Traffic 0.74 0.33 0.272.27 219 25 75 False T = 0.71(X) + 4.8 0.8935 0 Trip Generation Manual 10th EditionSource : Weekday PM Peak Hour of Adjacent Street Traffic 0.99 0.44 0.312.98 242 63 37 False Ln(T) = 0.96 Ln(X) + 0.2 0.9247 0 Trip Generation Manual 10th EditionSource : 1TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition Detailed Land Use Data Project: Open Date: Analysis Date:Polestar 7/13/2023 7/13/2023 For 51 Dwelling Units of LOW-RISE 1 ( 220 ) Multifamily Housing (Low-Rise) Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 7.32 4.45 1.3110.97 168 50 50 False T = 7.56(X) - 40.86 0.96373 0 Trip Generation Manual 10th EditionSource : Weekday AM Peak Hour of Adjacent Street Traffic 0.46 0.18 0.120.74 199 23 77 False Ln(T) = 0.95 Ln(X) - 0.51 0.923 0 Trip Generation Manual 10th EditionSource : Weekday PM Peak Hour of Adjacent Street Traffic 0.56 0.18 0.161.25 187 63 37 False Ln(T) = 0.89 Ln(X) - 0.02 0.8629 0 Trip Generation Manual 10th EditionSource : 2TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition Detailed Land Use Data Project: Open Date: Analysis Date:Polestar 7/13/2023 7/13/2023 For 46 Dwelling Units of LOW-RISE 2 ( 220 ) Multifamily Housing (Low-Rise) Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 7.32 4.45 1.3110.97 168 50 50 False T = 7.56(X) - 40.86 0.96337 0 Trip Generation Manual 10th EditionSource : Weekday AM Peak Hour of Adjacent Street Traffic 0.46 0.18 0.120.74 199 23 77 False Ln(T) = 0.95 Ln(X) - 0.51 0.921 0 Trip Generation Manual 10th EditionSource : Weekday PM Peak Hour of Adjacent Street Traffic 0.56 0.18 0.161.25 187 63 37 False Ln(T) = 0.89 Ln(X) - 0.02 0.8626 0 Trip Generation Manual 10th EditionSource : 3TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition Detailed Land Use Data Project: Open Date: Analysis Date:Polestar 7/13/2023 7/13/2023 For 2 1000 Sq. Ft. GFA of WELLNESS ( 254 ) Assisted Living Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 4.19 1.61 2.949.17 38 50 50 False8 0 Trip Generation Manual 10th EditionSource : Weekday AM Peak Hour of Adjacent Street Traffic 0.39 0.24 0.160.68 38 78 22 False1 0 Trip Generation Manual 10th EditionSource : Weekday PM Peak Hour of Adjacent Street Traffic 0.48 0.26 0.250.9 38 30 70 False1 0 Trip Generation Manual 10th EditionSource : 4TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition Detailed Land Use Data Project: Open Date: Analysis Date:Polestar 7/13/2023 7/13/2023 For 9 1000 Sq. Ft. GFA of RECCENTER ( 495 ) Recreational Community Center Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 28.82 21.49 8.5636.71 78 50 50 False Ln(T) = 0.98 Ln(X) + 3.42 0.74259 0 Trip Generation Manual 10th EditionSource : Weekday AM Peak Hour of Adjacent Street Traffic 1.76 1.08 0.743.18 113 66 34 False Ln(T) = 0.54 Ln(X) + 2.73 0.5916 0 Trip Generation Manual 10th EditionSource : Weekday PM Peak Hour of Adjacent Street Traffic 2.31 1.05 1.145.37 132 47 53 False Ln(T) = 0.76 Ln(X) + 2.0 0.6421 0 Trip Generation Manual 10th EditionSource : 5TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition Detailed Land Use Data Project: Open Date: Analysis Date:Polestar 7/13/2023 7/13/2023 For 5 1000 Sq. Ft. GFA of CHURCH ( 560 ) Church Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 6.95 3.01 2.9813.14 21 50 50 False T = 6.14(X) + 17.09 0.6735 0 Trip Generation Manual 10th EditionSource : Weekday AM Peak Hour of Adjacent Street Traffic 0.33 0.08 0.240.94 34 60 40 False T = 0.36(X) - 0.74 0.792 0 Trip Generation Manual 10th EditionSource : Weekday PM Peak Hour of Adjacent Street Traffic 0.49 0.14 0.42.1 32 45 55 False T = 0.37(X) + 3.9 0.652 0 Trip Generation Manual 10th EditionSource : 6TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition Detailed Land Use Data Project: Open Date: Analysis Date:Polestar 7/13/2023 7/13/2023 For 1.7 1000 Sq. Ft. GLA of COMMERCIAL ( 820 ) Shopping Center Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 37.75 7.42 16.41207.98 453 50 50 False Ln(T) = 0.68 Ln(X) + 5.57 0.7664 0 Trip Generation Manual 10th EditionSource : Weekday AM Peak Hour of Adjacent Street Traffic 0.94 0.18 0.8723.74 351 62 38 False T = 0.5(X) + 151.78 0.52 0 Trip Generation Manual 10th EditionSource : Weekday PM Peak Hour of Adjacent Street Traffic 3.81 0.74 2.0418.69 327 48 52 False Ln(T) = 0.74 Ln(X) + 2.89 0.826 2 Trip Generation Manual 10th EditionSource : 7TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition Polestar – Traffic Impact Study 26 | P a g e Appendix D Synchro Reports 44 Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 2 180 113 8 22 5 Future Volume (vph) 2 180 113 8 22 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.977 Flt Protected 0.950 0.960 Satd. Flow (prot) 1770 1863 1846 0 1747 0 Flt Permitted 0.950 0.960 Satd. Flow (perm) 1770 1863 1846 0 1747 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 196 123 9 24 5 Shared Lane Traffic (%) Lane Group Flow (vph) 2 196 132 0 29 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 180 113 8 22 5 Future Vol, veh/h 2 180 113 8 22 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 196 123 9 24 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 132 0 - 0 328 128 Stage 1 - - - - 128 - Stage 2 - - - - 200 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1453 - - - 666 922 Stage 1 - - - - 898 - Stage 2 - - - - 834 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1453 - - - 665 922 Mov Cap-2 Maneuver - - - - 665 - Stage 1 - - - - 897 - Stage 2 - - - - 834 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1453 - - - 701 HCM Lane V/C Ratio 0.001 - - - 0.042 HCM Control Delay (s) 7.5 - - - 10.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 0 1 4 0 1 0 7 1 0 19 0 Future Volume (vph) 1 0 1 4 0 1 0 7 1 0 19 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.973 0.985 Flt Protected 0.976 0.962 Satd. Flow (prot) 0 1694 0 0 1744 0 0 1835 0 0 1863 0 Flt Permitted 0.976 0.962 Satd. Flow (perm) 0 1694 0 0 1744 0 0 1835 0 0 1863 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 1 0 1 4 0 1 0 8 1 0 21 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 0 0 5 0 0 9 0 0 21 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 4 0 1 0 7 1 0 19 0 Future Vol, veh/h 1 0 1 4 0 1 0 7 1 0 19 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 1 4 0 1 0 8 1 0 21 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 30 30 21 31 30 9 21 0 0 9 0 0 Stage 1 21 21 - 9 9 - - - - - - - Stage 2 9 9 - 22 21 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 979 863 1056 977 863 1073 1595 - - 1611 - - Stage 1 998 878 - 1012 888 - - - - - - - Stage 2 1012 888 - 996 878 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 978 863 1056 976 863 1073 1595 - - 1611 - - Mov Cap-2 Maneuver 978 863 - 976 863 - - - - - - - Stage 1 998 878 - 1012 888 - - - - - - - Stage 2 1011 888 - 995 878 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.6 8.6 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1595 - - 1016 994 1611 - - HCM Lane V/C Ratio - - - 0.002 0.005 - - - HCM Control Delay (s) 0 - - 8.6 8.6 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 55 5 2 31 7 5 Future Volume (vph) 55 5 2 31 7 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.948 Flt Protected 0.997 0.970 Satd. Flow (prot) 1863 1583 0 1857 1713 0 Flt Permitted 0.997 0.970 Satd. Flow (perm) 1863 1583 0 1857 1713 0 Link Speed (mph) 35 35 25 Link Distance (ft) 482 264 977 Travel Time (s) 9.4 5.1 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 60 5 2 34 8 5 Shared Lane Traffic (%) Lane Group Flow (vph) 60 5 0 36 13 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 55 5 2 31 7 5 Future Vol, veh/h 55 5 2 31 7 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 60 5 2 34 8 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 65 0 98 60 Stage 1 - - - - 60 - Stage 2 - - - - 38 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1537 - 901 1005 Stage 1 - - - - 963 - Stage 2 - - - - 984 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1537 - 900 1005 Mov Cap-2 Maneuver - - - - 900 - Stage 1 - - - - 963 - Stage 2 - - - - 983 - Approach EB WB NB HCM Control Delay, s 0 0.4 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 941 - - 1537 - HCM Lane V/C Ratio 0.014 - - 0.001 - HCM Control Delay (s) 8.9 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 26 0 2 19 4 8 Future Volume (vph) 26 0 2 19 4 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.907 Flt Protected 0.996 0.985 Satd. Flow (prot) 1863 1863 0 1855 1664 0 Flt Permitted 0.996 0.985 Satd. Flow (perm) 1863 1863 0 1855 1664 0 Link Speed (mph) 35 35 25 Link Distance (ft) 264 426 978 Travel Time (s) 5.1 8.3 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 28 0 2 21 4 9 Shared Lane Traffic (%) Lane Group Flow (vph) 28 0 0 23 13 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 26 0 2 19 4 8 Future Vol, veh/h 26 0 2 19 4 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 28 0 2 21 4 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 28 0 53 28 Stage 1 - - - - 28 - Stage 2 - - - - 25 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1585 - 955 1047 Stage 1 - - - - 995 - Stage 2 - - - - 998 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1585 - 954 1047 Mov Cap-2 Maneuver - - - - 954 - Stage 1 - - - - 995 - Stage 2 - - - - 997 - Approach EB WB NB HCM Control Delay, s 0 0.7 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1014 - - 1585 - HCM Lane V/C Ratio 0.013 - - 0.001 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 184 250 17 16 7 Future Volume (vph) 11 184 250 17 16 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.957 Flt Protected 0.950 0.967 Satd. Flow (prot) 1770 1863 1848 0 1724 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1770 1863 1848 0 1724 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 200 272 18 17 8 Shared Lane Traffic (%) Lane Group Flow (vph) 12 200 290 0 25 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 184 250 17 16 7 Future Vol, veh/h 11 184 250 17 16 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 200 272 18 17 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 290 0 - 0 505 281 Stage 1 - - - - 281 - Stage 2 - - - - 224 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1272 - - - 527 758 Stage 1 - - - - 767 - Stage 2 - - - - 813 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1272 - - - 522 758 Mov Cap-2 Maneuver - - - - 522 - Stage 1 - - - - 760 - Stage 2 - - - - 813 - Approach EB WB SB HCM Control Delay, s 0.4 0 11.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1272 - - - 577 HCM Lane V/C Ratio 0.009 - - - 0.043 HCM Control Delay (s) 7.9 - - - 11.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1 0 1 2 28 2 1 21 0 Future Volume (vph) 0 0 0 1 0 1 2 28 2 1 21 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.992 Flt Protected 0.976 0.997 0.998 Satd. Flow (prot) 0 1863 0 0 1694 0 0 1842 0 0 1859 0 Flt Permitted 0.976 0.997 0.998 Satd. Flow (perm) 0 1863 0 0 1694 0 0 1842 0 0 1859 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 0 0 0 1 0 1 2 30 2 1 23 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 2 0 0 34 0 0 24 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 1 0 1 2 28 2 1 21 0 Future Vol, veh/h 0 0 0 1 0 1 2 28 2 1 21 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 1 0 1 2 30 2 1 23 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 61 61 23 60 60 31 23 0 0 32 0 0 Stage 1 25 25 - 35 35 - - - - - - - Stage 2 36 36 - 25 25 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 934 830 1054 936 831 1043 1592 - - 1580 - - Stage 1 993 874 - 981 866 - - - - - - - Stage 2 980 865 - 993 874 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 931 828 1054 934 829 1043 1592 - - 1580 - - Mov Cap-2 Maneuver 931 828 - 934 829 - - - - - - - Stage 1 992 873 - 980 865 - - - - - - - Stage 2 978 864 - 992 873 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 8.7 0.5 0.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1592 - - - 985 1580 - - HCM Lane V/C Ratio 0.001 - - - 0.002 0.001 - - HCM Control Delay (s) 7.3 0 - 0 8.7 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - - 0 0 - - Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 62 2 7 52 4 4 Future Volume (vph) 62 2 7 52 4 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.994 0.976 Satd. Flow (prot) 1863 1583 0 1852 1694 0 Flt Permitted 0.994 0.976 Satd. Flow (perm) 1863 1583 0 1852 1694 0 Link Speed (mph) 30 30 25 Link Distance (ft) 482 264 977 Travel Time (s) 11.0 6.0 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 67 2 8 57 4 4 Shared Lane Traffic (%) Lane Group Flow (vph) 67 2 0 65 8 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.6% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 62 2 7 52 4 4 Future Vol, veh/h 62 2 7 52 4 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 67 2 8 57 4 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 69 0 140 67 Stage 1 - - - - 67 - Stage 2 - - - - 73 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1532 - 853 997 Stage 1 - - - - 956 - Stage 2 - - - - 950 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1532 - 849 997 Mov Cap-2 Maneuver - - - - 849 - Stage 1 - - - - 956 - Stage 2 - - - - 945 - Approach EB WB NB HCM Control Delay, s 0 0.9 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 917 - - 1532 - HCM Lane V/C Ratio 0.009 - - 0.005 - HCM Control Delay (s) 9 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 47 6 8 34 1 8 Future Volume (vph) 47 6 8 34 1 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.878 Flt Protected 0.990 0.995 Satd. Flow (prot) 1863 1583 0 1844 1627 0 Flt Permitted 0.990 0.995 Satd. Flow (perm) 1863 1583 0 1844 1627 0 Link Speed (mph) 30 30 25 Link Distance (ft) 264 426 978 Travel Time (s) 6.0 9.7 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 51 7 9 37 1 9 Shared Lane Traffic (%) Lane Group Flow (vph) 51 7 0 46 10 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 47 6 8 34 1 8 Future Vol, veh/h 47 6 8 34 1 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 51 7 9 37 1 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 58 0 106 51 Stage 1 - - - - 51 - Stage 2 - - - - 55 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1546 - 892 1017 Stage 1 - - - - 971 - Stage 2 - - - - 968 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1546 - 887 1017 Mov Cap-2 Maneuver - - - - 887 - Stage 1 - - - - 971 - Stage 2 - - - - 962 - Approach EB WB NB HCM Control Delay, s 0 1.4 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1001 - - 1546 - HCM Lane V/C Ratio 0.01 - - 0.006 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 2 185 116 8 23 5 Future Volume (vph) 2 185 116 8 23 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.977 Flt Protected 0.950 0.960 Satd. Flow (prot) 1770 1863 1846 0 1747 0 Flt Permitted 0.950 0.960 Satd. Flow (perm) 1770 1863 1846 0 1747 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 201 126 9 25 5 Shared Lane Traffic (%) Lane Group Flow (vph) 2 201 135 0 30 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 185 116 8 23 5 Future Vol, veh/h 2 185 116 8 23 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 201 126 9 25 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 135 0 - 0 336 131 Stage 1 - - - - 131 - Stage 2 - - - - 205 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1449 - - - 659 919 Stage 1 - - - - 895 - Stage 2 - - - - 829 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1449 - - - 658 919 Mov Cap-2 Maneuver - - - - 658 - Stage 1 - - - - 894 - Stage 2 - - - - 829 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1449 - - - 693 HCM Lane V/C Ratio 0.002 - - - 0.044 HCM Control Delay (s) 7.5 - - - 10.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 0 1 4 0 1 0 7 1 0 20 0 Future Volume (vph) 1 0 1 4 0 1 0 7 1 0 20 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.973 0.985 Flt Protected 0.976 0.962 Satd. Flow (prot) 0 1694 0 0 1744 0 0 1835 0 0 1863 0 Flt Permitted 0.976 0.962 Satd. Flow (perm) 0 1694 0 0 1744 0 0 1835 0 0 1863 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 1 0 1 4 0 1 0 8 1 0 22 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 0 0 5 0 0 9 0 0 22 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 4 0 1 0 7 1 0 20 0 Future Vol, veh/h 1 0 1 4 0 1 0 7 1 0 20 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 1 4 0 1 0 8 1 0 22 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 31 31 22 32 31 9 22 0 0 9 0 0 Stage 1 22 22 - 9 9 - - - - - - - Stage 2 9 9 - 23 22 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 977 862 1055 976 862 1073 1593 - - 1611 - - Stage 1 996 877 - 1012 888 - - - - - - - Stage 2 1012 888 - 995 877 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 976 862 1055 975 862 1073 1593 - - 1611 - - Mov Cap-2 Maneuver 976 862 - 975 862 - - - - - - - Stage 1 996 877 - 1012 888 - - - - - - - Stage 2 1011 888 - 994 877 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.6 8.6 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1593 - - 1014 993 1611 - - HCM Lane V/C Ratio - - - 0.002 0.005 - - - HCM Control Delay (s) 0 - - 8.6 8.6 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 0 12 7 0 Future Volume (vph) 0 0 0 12 7 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 1863 1611 0 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1863 1611 0 1770 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 13 8 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 13 0 8 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 12 7 0 Future Vol, veh/h 0 0 0 12 7 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 13 8 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 13 0 - 0 7 7 Stage 1 - - - - 7 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1606 - - - 1014 1075 Stage 1 - - - - 1016 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1606 - - - 1014 1075 Mov Cap-2 Maneuver - - - - 1014 - Stage 1 - - - - 1016 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1606 - - - 1014 HCM Lane V/C Ratio - - - - 0.008 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 57 5 2 32 7 5 Future Volume (vph) 57 5 2 32 7 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.948 Flt Protected 0.997 0.970 Satd. Flow (prot) 1863 1583 0 1857 1713 0 Flt Permitted 0.997 0.970 Satd. Flow (perm) 1863 1583 0 1857 1713 0 Link Speed (mph) 35 35 25 Link Distance (ft) 482 264 977 Travel Time (s) 9.4 5.1 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 62 5 2 35 8 5 Shared Lane Traffic (%) Lane Group Flow (vph) 62 5 0 37 13 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 57 5 2 32 7 5 Future Vol, veh/h 57 5 2 32 7 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 62 5 2 35 8 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 67 0 101 62 Stage 1 - - - - 62 - Stage 2 - - - - 39 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1535 - 898 1003 Stage 1 - - - - 961 - Stage 2 - - - - 983 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1535 - 897 1003 Mov Cap-2 Maneuver - - - - 897 - Stage 1 - - - - 961 - Stage 2 - - - - 982 - Approach EB WB NB HCM Control Delay, s 0 0.4 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 938 - - 1535 - HCM Lane V/C Ratio 0.014 - - 0.001 - HCM Control Delay (s) 8.9 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 27 0 2 20 4 8 Future Volume (vph) 27 0 2 20 4 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.907 Flt Protected 0.996 0.985 Satd. Flow (prot) 1863 1863 0 1855 1664 0 Flt Permitted 0.996 0.985 Satd. Flow (perm) 1863 1863 0 1855 1664 0 Link Speed (mph) 35 35 25 Link Distance (ft) 264 426 978 Travel Time (s) 5.1 8.3 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 29 0 2 22 4 9 Shared Lane Traffic (%) Lane Group Flow (vph) 29 0 0 24 13 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 27 0 2 20 4 8 Future Vol, veh/h 27 0 2 20 4 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 29 0 2 22 4 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 29 0 55 29 Stage 1 - - - - 29 - Stage 2 - - - - 26 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1584 - 953 1046 Stage 1 - - - - 994 - Stage 2 - - - - 997 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1584 - 952 1046 Mov Cap-2 Maneuver - - - - 952 - Stage 1 - - - - 994 - Stage 2 - - - - 996 - Approach EB WB NB HCM Control Delay, s 0 0.7 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1013 - - 1584 - HCM Lane V/C Ratio 0.013 - - 0.001 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 190 258 18 16 7 Future Volume (vph) 11 190 258 18 16 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.957 Flt Protected 0.950 0.967 Satd. Flow (prot) 1770 1863 1846 0 1724 0 Flt Permitted 0.950 0.967 Satd. Flow (perm) 1770 1863 1846 0 1724 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 207 280 20 17 8 Shared Lane Traffic (%) Lane Group Flow (vph) 12 207 300 0 25 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 190 258 18 16 7 Future Vol, veh/h 11 190 258 18 16 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 207 280 20 17 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 300 0 - 0 521 290 Stage 1 - - - - 290 - Stage 2 - - - - 231 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1261 - - - 516 749 Stage 1 - - - - 759 - Stage 2 - - - - 807 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1261 - - - 511 749 Mov Cap-2 Maneuver - - - - 511 - Stage 1 - - - - 751 - Stage 2 - - - - 807 - Approach EB WB SB HCM Control Delay, s 0.4 0 11.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1261 - - - 566 HCM Lane V/C Ratio 0.009 - - - 0.044 HCM Control Delay (s) 7.9 - - - 11.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1 0 1 2 29 2 1 22 0 Future Volume (vph) 0 0 0 1 0 1 2 29 2 1 22 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.992 Flt Protected 0.976 0.997 0.998 Satd. Flow (prot) 0 1863 0 0 1694 0 0 1842 0 0 1859 0 Flt Permitted 0.976 0.997 0.998 Satd. Flow (perm) 0 1863 0 0 1694 0 0 1842 0 0 1859 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 0 0 0 1 0 1 2 32 2 1 24 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 2 0 0 36 0 0 25 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 1 0 1 2 29 2 1 22 0 Future Vol, veh/h 0 0 0 1 0 1 2 29 2 1 22 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 1 0 1 2 32 2 1 24 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 64 64 24 63 63 33 24 0 0 34 0 0 Stage 1 26 26 - 37 37 - - - - - - - Stage 2 38 38 - 26 26 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 930 827 1052 932 828 1041 1591 - - 1578 - - Stage 1 992 874 - 978 864 - - - - - - - Stage 2 977 863 - 992 874 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 927 825 1052 930 826 1041 1591 - - 1578 - - Mov Cap-2 Maneuver 927 825 - 930 826 - - - - - - - Stage 1 991 873 - 977 863 - - - - - - - Stage 2 975 862 - 991 873 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 8.7 0.4 0.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1591 - - - 982 1578 - - HCM Lane V/C Ratio 0.001 - - - 0.002 0.001 - - HCM Control Delay (s) 7.3 0 - 0 8.7 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - - 0 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 0 8 9 0 Future Volume (vph) 0 0 0 8 9 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 1863 1611 0 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1863 1611 0 1770 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 9 10 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 9 0 10 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Intersection Int Delay, s/veh 4.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 8 9 0 Future Vol, veh/h 0 0 0 8 9 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 9 10 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 9 0 - 0 5 5 Stage 1 - - - - 5 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1611 - - - 1017 1078 Stage 1 - - - - 1018 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1611 - - - 1017 1078 Mov Cap-2 Maneuver - - - - 1017 - Stage 1 - - - - 1018 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1611 - - - 1017 HCM Lane V/C Ratio - - - - 0.01 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 64 2 7 54 4 4 Future Volume (vph) 64 2 7 54 4 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.994 0.976 Satd. Flow (prot) 1863 1583 0 1852 1694 0 Flt Permitted 0.994 0.976 Satd. Flow (perm) 1863 1583 0 1852 1694 0 Link Speed (mph) 30 30 25 Link Distance (ft) 482 264 977 Travel Time (s) 11.0 6.0 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 70 2 8 59 4 4 Shared Lane Traffic (%) Lane Group Flow (vph) 70 2 0 67 8 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 64 2 7 54 4 4 Future Vol, veh/h 64 2 7 54 4 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 70 2 8 59 4 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 72 0 145 70 Stage 1 - - - - 70 - Stage 2 - - - - 75 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1528 - 847 993 Stage 1 - - - - 953 - Stage 2 - - - - 948 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1528 - 843 993 Mov Cap-2 Maneuver - - - - 843 - Stage 1 - - - - 953 - Stage 2 - - - - 943 - Approach EB WB NB HCM Control Delay, s 0 0.8 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 912 - - 1528 - HCM Lane V/C Ratio 0.01 - - 0.005 - HCM Control Delay (s) 9 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 48 6 8 35 1 8 Future Volume (vph) 48 6 8 35 1 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.878 Flt Protected 0.991 0.995 Satd. Flow (prot) 1863 1583 0 1846 1627 0 Flt Permitted 0.991 0.995 Satd. Flow (perm) 1863 1583 0 1846 1627 0 Link Speed (mph) 30 30 25 Link Distance (ft) 264 426 978 Travel Time (s) 6.0 9.7 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 7 9 38 1 9 Shared Lane Traffic (%) Lane Group Flow (vph) 52 7 0 47 10 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 48 6 8 35 1 8 Future Vol, veh/h 48 6 8 35 1 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 52 7 9 38 1 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 59 0 108 52 Stage 1 - - - - 52 - Stage 2 - - - - 56 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1545 - 889 1016 Stage 1 - - - - 970 - Stage 2 - - - - 967 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1545 - 884 1016 Mov Cap-2 Maneuver - - - - 884 - Stage 1 - - - - 970 - Stage 2 - - - - 961 - Approach EB WB NB HCM Control Delay, s 0 1.4 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 999 - - 1545 - HCM Lane V/C Ratio 0.01 - - 0.006 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 7 185 116 19 49 15 Future Volume (vph) 7 185 116 19 49 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.981 0.969 Flt Protected 0.950 0.963 Satd. Flow (prot) 1770 1863 1827 0 1738 0 Flt Permitted 0.950 0.963 Satd. Flow (perm) 1770 1863 1827 0 1738 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 201 126 21 53 16 Shared Lane Traffic (%) Lane Group Flow (vph) 8 201 147 0 69 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 185 116 19 49 15 Future Vol, veh/h 7 185 116 19 49 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 201 126 21 53 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 147 0 - 0 354 137 Stage 1 - - - - 137 - Stage 2 - - - - 217 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1435 - - - 644 911 Stage 1 - - - - 890 - Stage 2 - - - - 819 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1435 - - - 640 911 Mov Cap-2 Maneuver - - - - 640 - Stage 1 - - - - 885 - Stage 2 - - - - 819 - Approach EB WB SB HCM Control Delay, s 0.3 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1435 - - - 688 HCM Lane V/C Ratio 0.005 - - - 0.101 HCM Control Delay (s) 7.5 - - - 10.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.3 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 5 29 5 5 5 14 9 5 5 28 5 Future Volume (vph) 5 5 29 5 5 5 14 9 5 5 28 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.897 0.955 0.977 0.983 Flt Protected 0.994 0.984 0.976 0.994 Satd. Flow (prot) 0 1661 0 0 1750 0 0 1776 0 0 1820 0 Flt Permitted 0.994 0.984 0.976 0.994 Satd. Flow (perm) 0 1661 0 0 1750 0 0 1776 0 0 1820 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 5 5 32 5 5 5 15 10 5 5 30 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 42 0 0 15 0 0 30 0 0 40 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 29 5 5 5 14 9 5 5 28 5 Future Vol, veh/h 5 5 29 5 5 5 14 9 5 5 28 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 32 5 5 5 15 10 5 5 30 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 91 88 33 104 88 13 35 0 0 15 0 0 Stage 1 43 43 - 43 43 - - - - - - - Stage 2 48 45 - 61 45 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 893 802 1041 876 802 1067 1576 - - 1603 - - Stage 1 971 859 - 971 859 - - - - - - - Stage 2 965 857 - 950 857 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 875 792 1041 837 792 1067 1576 - - 1603 - - Mov Cap-2 Maneuver 875 792 - 837 792 - - - - - - - Stage 1 961 856 - 961 850 - - - - - - - Stage 2 944 848 - 913 854 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 9.1 3.7 1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1576 - - 978 884 1603 - - HCM Lane V/C Ratio 0.01 - - 0.043 0.018 0.003 - - HCM Control Delay (s) 7.3 0 - 8.8 9.1 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 20 11 15 9 5 Future Volume (vph) 11 20 11 15 9 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.923 0.955 Flt Protected 0.983 0.968 Satd. Flow (prot) 0 1831 1719 0 1722 0 Flt Permitted 0.983 0.968 Satd. Flow (perm) 0 1831 1719 0 1722 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 22 12 16 10 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 34 28 0 15 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Intersection Int Delay, s/veh 2.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 20 11 15 9 5 Future Vol, veh/h 11 20 11 15 9 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 22 12 16 10 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 28 0 - 0 66 20 Stage 1 - - - - 20 - Stage 2 - - - - 46 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1585 - - - 939 1058 Stage 1 - - - - 1003 - Stage 2 - - - - 976 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1585 - - - 931 1058 Mov Cap-2 Maneuver - - - - 931 - Stage 1 - - - - 995 - Stage 2 - - - - 976 - Approach EB WB SB HCM Control Delay, s 2.6 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1585 - - - 973 HCM Lane V/C Ratio 0.008 - - - 0.016 HCM Control Delay (s) 7.3 0 - - 8.8 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 57 12 5 32 21 13 Future Volume (vph) 57 12 5 32 21 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.949 Flt Protected 0.994 0.970 Satd. Flow (prot) 1863 1583 0 1852 1715 0 Flt Permitted 0.994 0.970 Satd. Flow (perm) 1863 1583 0 1852 1715 0 Link Speed (mph) 35 35 25 Link Distance (ft) 482 264 977 Travel Time (s) 9.4 5.1 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 62 13 5 35 23 14 Shared Lane Traffic (%) Lane Group Flow (vph) 62 13 0 40 37 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 15.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 57 12 5 32 21 13 Future Vol, veh/h 57 12 5 32 21 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 62 13 5 35 23 14 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 75 0 107 62 Stage 1 - - - - 62 - Stage 2 - - - - 45 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1524 - 891 1003 Stage 1 - - - - 961 - Stage 2 - - - - 977 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1524 - 888 1003 Mov Cap-2 Maneuver - - - - 888 - Stage 1 - - - - 961 - Stage 2 - - - - 974 - Approach EB WB NB HCM Control Delay, s 0 1 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 929 - - 1524 - HCM Lane V/C Ratio 0.04 - - 0.004 - HCM Control Delay (s) 9 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 27 5 12 20 5 28 Future Volume (vph) 27 5 12 20 5 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.884 Flt Protected 0.982 0.993 Satd. Flow (prot) 1863 1583 0 1829 1635 0 Flt Permitted 0.982 0.993 Satd. Flow (perm) 1863 1583 0 1829 1635 0 Link Speed (mph) 35 35 25 Link Distance (ft) 264 426 978 Travel Time (s) 5.1 8.3 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 29 5 13 22 5 30 Shared Lane Traffic (%) Lane Group Flow (vph) 29 5 0 35 35 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Int Delay, s/veh 3.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 27 5 12 20 5 28 Future Vol, veh/h 27 5 12 20 5 28 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 29 5 13 22 5 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 34 0 77 29 Stage 1 - - - - 29 - Stage 2 - - - - 48 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1578 - 926 1046 Stage 1 - - - - 994 - Stage 2 - - - - 974 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1578 - 919 1046 Mov Cap-2 Maneuver - - - - 919 - Stage 1 - - - - 994 - Stage 2 - - - - 966 - Approach EB WB NB HCM Control Delay, s 0 2.7 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1025 - - 1578 - HCM Lane V/C Ratio 0.035 - - 0.008 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 23 190 258 46 40 15 Future Volume (vph) 23 190 258 46 40 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.980 0.963 Flt Protected 0.950 0.965 Satd. Flow (prot) 1770 1863 1825 0 1731 0 Flt Permitted 0.950 0.965 Satd. Flow (perm) 1770 1863 1825 0 1731 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 25 207 280 50 43 16 Shared Lane Traffic (%) Lane Group Flow (vph) 25 207 330 0 59 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 23 190 258 46 40 15 Future Vol, veh/h 23 190 258 46 40 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 25 207 280 50 43 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 330 0 - 0 562 305 Stage 1 - - - - 305 - Stage 2 - - - - 257 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1229 - - - 488 735 Stage 1 - - - - 748 - Stage 2 - - - - 786 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1229 - - - 478 735 Mov Cap-2 Maneuver - - - - 478 - Stage 1 - - - - 733 - Stage 2 - - - - 786 - Approach EB WB SB HCM Control Delay, s 0.9 0 12.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1229 - - - 528 HCM Lane V/C Ratio 0.02 - - - 0.113 HCM Control Delay (s) 8 - - - 12.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.4 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 5 24 5 5 5 27 44 5 5 31 5 Future Volume (vph) 5 5 24 5 5 5 27 44 5 5 31 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.955 0.992 0.985 Flt Protected 0.993 0.984 0.983 0.994 Satd. Flow (prot) 0 1668 0 0 1750 0 0 1816 0 0 1824 0 Flt Permitted 0.993 0.984 0.983 0.994 Satd. Flow (perm) 0 1668 0 0 1750 0 0 1816 0 0 1824 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 5 5 26 5 5 5 29 48 5 5 34 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 0 0 15 0 0 82 0 0 44 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 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 5 5 24 5 5 5 27 44 5 5 31 5 Future Vol, veh/h 5 5 24 5 5 5 27 44 5 5 31 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 26 5 5 5 29 48 5 5 34 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 161 158 37 171 158 51 39 0 0 53 0 0 Stage 1 47 47 - 109 109 - - - - - - - Stage 2 114 111 - 62 49 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 804 734 1035 792 734 1017 1571 - - 1553 - - Stage 1 967 856 - 896 805 - - - - - - - Stage 2 891 804 - 949 854 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 781 718 1035 755 718 1017 1571 - - 1553 - - Mov Cap-2 Maneuver 781 718 - 755 718 - - - - - - - Stage 1 949 853 - 879 790 - - - - - - - Stage 2 863 789 - 916 851 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9 9.5 2.6 0.9 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1571 - - 930 811 1553 - - HCM Lane V/C Ratio 0.019 - - 0.04 0.02 0.003 - - HCM Control Delay (s) 7.3 0 - 9 9.5 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 21 28 8 15 10 Future Volume (vph) 11 21 28 8 15 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.969 0.945 Flt Protected 0.983 0.971 Satd. Flow (prot) 0 1831 1805 0 1709 0 Flt Permitted 0.983 0.971 Satd. Flow (perm) 0 1831 1805 0 1709 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 23 30 9 16 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 35 39 0 27 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 21 28 8 15 10 Future Vol, veh/h 11 21 28 8 15 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 23 30 9 16 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 39 0 - 0 82 35 Stage 1 - - - - 35 - Stage 2 - - - - 47 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1571 - - - 920 1038 Stage 1 - - - - 987 - Stage 2 - - - - 975 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 913 1038 Mov Cap-2 Maneuver - - - - 913 - Stage 1 - - - - 979 - Stage 2 - - - - 975 - Approach EB WB SB HCM Control Delay, s 2.5 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - 959 HCM Lane V/C Ratio 0.008 - - - 0.028 HCM Control Delay (s) 7.3 0 - - 8.9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 64 18 7 54 15 9 Future Volume (vph) 64 18 7 54 15 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.948 Flt Protected 0.994 0.970 Satd. Flow (prot) 1863 1583 0 1852 1713 0 Flt Permitted 0.994 0.970 Satd. Flow (perm) 1863 1583 0 1852 1713 0 Link Speed (mph) 30 30 25 Link Distance (ft) 482 264 977 Travel Time (s) 11.0 6.0 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 70 20 8 59 16 10 Shared Lane Traffic (%) Lane Group Flow (vph) 70 20 0 67 26 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 64 18 7 54 15 9 Future Vol, veh/h 64 18 7 54 15 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 70 20 8 59 16 10 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 90 0 145 70 Stage 1 - - - - 70 - Stage 2 - - - - 75 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1505 - 847 993 Stage 1 - - - - 953 - Stage 2 - - - - 948 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1505 - 843 993 Mov Cap-2 Maneuver - - - - 843 - Stage 1 - - - - 953 - Stage 2 - - - - 943 - Approach EB WB NB HCM Control Delay, s 0 0.8 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 894 - - 1505 - HCM Lane V/C Ratio 0.029 - - 0.005 - HCM Control Delay (s) 9.1 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 48 6 32 35 5 24 Future Volume (vph) 48 6 32 35 5 24 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.887 Flt Protected 0.977 0.992 Satd. Flow (prot) 1863 1583 0 1820 1639 0 Flt Permitted 0.977 0.992 Satd. Flow (perm) 1863 1583 0 1820 1639 0 Link Speed (mph) 30 30 25 Link Distance (ft) 264 426 978 Travel Time (s) 6.0 9.7 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 7 35 38 5 26 Shared Lane Traffic (%) Lane Group Flow (vph) 52 7 0 73 31 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2024 2024 Opening Day (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 48 6 32 35 5 24 Future Vol, veh/h 48 6 32 35 5 24 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 52 7 35 38 5 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 59 0 160 52 Stage 1 - - - - 52 - Stage 2 - - - - 108 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1545 - 831 1016 Stage 1 - - - - 970 - Stage 2 - - - - 916 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1545 - 812 1016 Mov Cap-2 Maneuver - - - - 812 - Stage 1 - - - - 970 - Stage 2 - - - - 895 - Approach EB WB NB HCM Control Delay, s 0 3.5 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 974 - - 1545 - HCM Lane V/C Ratio 0.032 - - 0.023 - HCM Control Delay (s) 8.8 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 3 254 160 11 31 7 Future Volume (vph) 3 254 160 11 31 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.974 Flt Protected 0.950 0.961 Satd. Flow (prot) 1770 1863 1846 0 1744 0 Flt Permitted 0.950 0.961 Satd. Flow (perm) 1770 1863 1846 0 1744 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 276 174 12 34 8 Shared Lane Traffic (%) Lane Group Flow (vph) 3 276 186 0 42 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 23.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 254 160 11 31 7 Future Vol, veh/h 3 254 160 11 31 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 276 174 12 34 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 186 0 - 0 462 180 Stage 1 - - - - 180 - Stage 2 - - - - 282 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1388 - - - 558 863 Stage 1 - - - - 851 - Stage 2 - - - - 766 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1388 - - - 557 863 Mov Cap-2 Maneuver - - - - 557 - Stage 1 - - - - 849 - Stage 2 - - - - 766 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1388 - - - 596 HCM Lane V/C Ratio 0.002 - - - 0.069 HCM Control Delay (s) 7.6 - - - 11.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.2 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 0 1 6 0 1 0 10 1 0 27 0 Future Volume (vph) 1 0 1 6 0 1 0 10 1 0 27 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.983 0.989 Flt Protected 0.976 0.958 Satd. Flow (prot) 0 1694 0 0 1754 0 0 1842 0 0 1863 0 Flt Permitted 0.976 0.958 Satd. Flow (perm) 0 1694 0 0 1754 0 0 1842 0 0 1863 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 1 0 1 7 0 1 0 11 1 0 29 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 0 0 8 0 0 12 0 0 29 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 6 0 1 0 10 1 0 27 0 Future Vol, veh/h 1 0 1 6 0 1 0 10 1 0 27 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 1 7 0 1 0 11 1 0 29 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 41 41 29 42 41 12 29 0 0 12 0 0 Stage 1 29 29 - 12 12 - - - - - - - Stage 2 12 12 - 30 29 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 963 851 1046 961 851 1069 1584 - - 1607 - - Stage 1 988 871 - 1009 886 - - - - - - - Stage 2 1009 886 - 987 871 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 962 851 1046 960 851 1069 1584 - - 1607 - - Mov Cap-2 Maneuver 962 851 - 960 851 - - - - - - - Stage 1 988 871 - 1009 886 - - - - - - - Stage 2 1008 886 - 986 871 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.6 8.7 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1584 - - 1002 974 1607 - - HCM Lane V/C Ratio - - - 0.002 0.008 - - - HCM Control Delay (s) 0 - - 8.6 8.7 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 0 17 10 0 Future Volume (vph) 0 0 0 17 10 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 1863 1611 0 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1863 1611 0 1770 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 18 11 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 18 0 11 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 17 10 0 Future Vol, veh/h 0 0 0 17 10 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 18 11 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 18 0 - 0 9 9 Stage 1 - - - - 9 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1599 - - - 1011 1073 Stage 1 - - - - 1014 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1599 - - - 1011 1073 Mov Cap-2 Maneuver - - - - 1011 - Stage 1 - - - - 1014 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1599 - - - 1011 HCM Lane V/C Ratio - - - - 0.011 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 78 7 3 44 10 7 Future Volume (vph) 78 7 3 44 10 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.943 Flt Protected 0.997 0.972 Satd. Flow (prot) 1863 1583 0 1857 1707 0 Flt Permitted 0.997 0.972 Satd. Flow (perm) 1863 1583 0 1857 1707 0 Link Speed (mph) 35 35 25 Link Distance (ft) 482 264 977 Travel Time (s) 9.4 5.1 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 85 8 3 48 11 8 Shared Lane Traffic (%) Lane Group Flow (vph) 85 8 0 51 19 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 1.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 78 7 3 44 10 7 Future Vol, veh/h 78 7 3 44 10 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 85 8 3 48 11 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 93 0 139 85 Stage 1 - - - - 85 - Stage 2 - - - - 54 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1501 - 854 974 Stage 1 - - - - 938 - Stage 2 - - - - 969 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1501 - 852 974 Mov Cap-2 Maneuver - - - - 852 - Stage 1 - - - - 938 - Stage 2 - - - - 967 - Approach EB WB NB HCM Control Delay, s 0 0.5 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 898 - - 1501 - HCM Lane V/C Ratio 0.021 - - 0.002 - HCM Control Delay (s) 9.1 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 37 0 3 27 6 11 Future Volume (vph) 37 0 3 27 6 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.915 Flt Protected 0.995 0.982 Satd. Flow (prot) 1863 1863 0 1853 1674 0 Flt Permitted 0.995 0.982 Satd. Flow (perm) 1863 1863 0 1853 1674 0 Link Speed (mph) 35 35 25 Link Distance (ft) 264 426 978 Travel Time (s) 5.1 8.3 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 40 0 3 29 7 12 Shared Lane Traffic (%) Lane Group Flow (vph) 40 0 0 32 19 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 7:30 am 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Int Delay, s/veh 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 37 0 3 27 6 11 Future Vol, veh/h 37 0 3 27 6 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 0 3 29 7 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 40 0 75 40 Stage 1 - - - - 40 - Stage 2 - - - - 35 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1570 - 928 1031 Stage 1 - - - - 982 - Stage 2 - - - - 987 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1570 - 926 1031 Mov Cap-2 Maneuver - - - - 926 - Stage 1 - - - - 982 - Stage 2 - - - - 985 - Approach EB WB NB HCM Control Delay, s 0 0.7 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 991 - - 1570 - HCM Lane V/C Ratio 0.019 - - 0.002 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 16 260 353 24 23 10 Future Volume (vph) 16 260 353 24 23 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.959 Flt Protected 0.950 0.966 Satd. Flow (prot) 1770 1863 1846 0 1726 0 Flt Permitted 0.950 0.966 Satd. Flow (perm) 1770 1863 1846 0 1726 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 283 384 26 25 11 Shared Lane Traffic (%) Lane Group Flow (vph) 17 283 410 0 36 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 260 353 24 23 10 Future Vol, veh/h 16 260 353 24 23 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 17 283 384 26 25 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 410 0 - 0 714 397 Stage 1 - - - - 397 - Stage 2 - - - - 317 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1149 - - - 398 652 Stage 1 - - - - 679 - Stage 2 - - - - 738 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1149 - - - 392 652 Mov Cap-2 Maneuver - - - - 392 - Stage 1 - - - - 669 - Stage 2 - - - - 738 - Approach EB WB SB HCM Control Delay, s 0.5 0 13.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1149 - - - 446 HCM Lane V/C Ratio 0.015 - - - 0.08 HCM Control Delay (s) 8.2 - - - 13.8 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.3 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1 0 1 3 40 3 1 30 0 Future Volume (vph) 0 0 0 1 0 1 3 40 3 1 30 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.992 Flt Protected 0.976 0.997 0.999 Satd. Flow (prot) 0 1863 0 0 1694 0 0 1842 0 0 1861 0 Flt Permitted 0.976 0.997 0.999 Satd. Flow (perm) 0 1863 0 0 1694 0 0 1842 0 0 1861 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 0 0 0 1 0 1 3 43 3 1 33 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 2 0 0 49 0 0 34 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.6% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 1 0 1 3 40 3 1 30 0 Future Vol, veh/h 0 0 0 1 0 1 3 40 3 1 30 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 1 0 1 3 43 3 1 33 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 86 87 33 86 86 45 33 0 0 46 0 0 Stage 1 35 35 - 51 51 - - - - - - - Stage 2 51 52 - 35 35 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 900 803 1041 900 804 1025 1579 - - 1562 - - Stage 1 981 866 - 962 852 - - - - - - - Stage 2 962 852 - 981 866 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 897 801 1041 898 802 1025 1579 - - 1562 - - Mov Cap-2 Maneuver 897 801 - 898 802 - - - - - - - Stage 1 979 865 - 960 850 - - - - - - - Stage 2 959 850 - 980 865 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 8.8 0.5 0.2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1579 - - - 957 1562 - - HCM Lane V/C Ratio 0.002 - - - 0.002 0.001 - - HCM Control Delay (s) 7.3 0 - 0 8.8 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - - 0 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 0 0 11 13 0 Future Volume (vph) 0 0 0 11 13 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 1863 1611 0 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1863 1611 0 1770 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 12 14 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 12 0 14 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Intersection Int Delay, s/veh 4.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 11 13 0 Future Vol, veh/h 0 0 0 11 13 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 12 14 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 12 0 - 0 6 6 Stage 1 - - - - 6 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1607 - - - 1015 1077 Stage 1 - - - - 1017 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1607 - - - 1015 1077 Mov Cap-2 Maneuver - - - - 1015 - Stage 1 - - - - 1017 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1607 - - - 1015 HCM Lane V/C Ratio - - - - 0.014 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 88 3 10 73 6 6 Future Volume (vph) 88 3 10 73 6 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.994 0.976 Satd. Flow (prot) 1863 1583 0 1852 1694 0 Flt Permitted 0.994 0.976 Satd. Flow (perm) 1863 1583 0 1852 1694 0 Link Speed (mph) 30 30 25 Link Distance (ft) 482 264 977 Travel Time (s) 11.0 6.0 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 96 3 11 79 7 7 Shared Lane Traffic (%) Lane Group Flow (vph) 96 3 0 90 14 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 88 3 10 73 6 6 Future Vol, veh/h 88 3 10 73 6 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 96 3 11 79 7 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 99 0 197 96 Stage 1 - - - - 96 - Stage 2 - - - - 101 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1494 - 792 960 Stage 1 - - - - 928 - Stage 2 - - - - 923 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1494 - 786 960 Mov Cap-2 Maneuver - - - - 786 - Stage 1 - - - - 928 - Stage 2 - - - - 916 - Approach EB WB NB HCM Control Delay, s 0 0.9 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 864 - - 1494 - HCM Lane V/C Ratio 0.015 - - 0.007 - HCM Control Delay (s) 9.2 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 66 8 11 48 1 11 Future Volume (vph) 66 8 11 48 1 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.875 Flt Protected 0.991 0.996 Satd. Flow (prot) 1863 1583 0 1846 1623 0 Flt Permitted 0.991 0.996 Satd. Flow (perm) 1863 1583 0 1846 1623 0 Link Speed (mph) 30 30 25 Link Distance (ft) 264 426 978 Travel Time (s) 6.0 9.7 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 72 9 12 52 1 12 Shared Lane Traffic (%) Lane Group Flow (vph) 72 9 0 64 13 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 06/24/2022 Polestar 4:30 pm 07/01/2045 2045 Future Year (Background)Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 66 8 11 48 1 11 Future Vol, veh/h 66 8 11 48 1 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 72 9 12 52 1 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 81 0 148 72 Stage 1 - - - - 72 - Stage 2 - - - - 76 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1517 - 844 990 Stage 1 - - - - 951 - Stage 2 - - - - 947 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1517 - 837 990 Mov Cap-2 Maneuver - - - - 837 - Stage 1 - - - - 951 - Stage 2 - - - - 939 - Approach EB WB NB HCM Control Delay, s 0 1.4 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 975 - - 1517 - HCM Lane V/C Ratio 0.013 - - 0.008 - HCM Control Delay (s) 8.7 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 8 254 160 22 57 17 Future Volume (vph) 8 254 160 22 57 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.984 0.970 Flt Protected 0.950 0.963 Satd. Flow (prot) 1770 1863 1833 0 1740 0 Flt Permitted 0.950 0.963 Satd. Flow (perm) 1770 1863 1833 0 1740 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 276 174 24 62 18 Shared Lane Traffic (%) Lane Group Flow (vph) 9 276 198 0 80 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 254 160 22 57 17 Future Vol, veh/h 8 254 160 22 57 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 276 174 24 62 18 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 198 0 - 0 480 186 Stage 1 - - - - 186 - Stage 2 - - - - 294 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1375 - - - 545 856 Stage 1 - - - - 846 - Stage 2 - - - - 756 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1375 - - - 541 856 Mov Cap-2 Maneuver - - - - 541 - Stage 1 - - - - 840 - Stage 2 - - - - 756 - Approach EB WB SB HCM Control Delay, s 0.2 0 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1375 - - - 591 HCM Lane V/C Ratio 0.006 - - - 0.136 HCM Control Delay (s) 7.6 - - - 12 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.5 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 5 29 6 5 5 14 12 5 5 35 5 Future Volume (vph) 5 5 29 6 5 5 14 12 5 5 35 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.897 0.960 0.980 0.986 Flt Protected 0.994 0.980 0.978 0.995 Satd. Flow (prot) 0 1661 0 0 1752 0 0 1785 0 0 1827 0 Flt Permitted 0.994 0.980 0.978 0.995 Satd. Flow (perm) 0 1661 0 0 1752 0 0 1785 0 0 1827 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 5 5 32 7 5 5 15 13 5 5 38 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 42 0 0 17 0 0 33 0 0 48 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 29 6 5 5 14 12 5 5 35 5 Future Vol, veh/h 5 5 29 6 5 5 14 12 5 5 35 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 32 7 5 5 15 13 5 5 38 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 102 99 41 115 99 16 43 0 0 18 0 0 Stage 1 51 51 - 46 46 - - - - - - - Stage 2 51 48 - 69 53 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 879 791 1030 862 791 1063 1566 - - 1599 - - Stage 1 962 852 - 968 857 - - - - - - - Stage 2 962 855 - 941 851 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 861 781 1030 823 781 1063 1566 - - 1599 - - Mov Cap-2 Maneuver 861 781 - 823 781 - - - - - - - Stage 1 952 849 - 958 848 - - - - - - - Stage 2 941 846 - 904 848 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.9 9.2 3.3 0.8 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1566 - - 966 870 1599 - - HCM Lane V/C Ratio 0.01 - - 0.044 0.02 0.003 - - HCM Control Delay (s) 7.3 0 - 8.9 9.2 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 20 11 20 12 5 Future Volume (vph) 11 20 11 20 12 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.913 0.962 Flt Protected 0.983 0.965 Satd. Flow (prot) 0 1831 1701 0 1729 0 Flt Permitted 0.983 0.965 Satd. Flow (perm) 0 1831 1701 0 1729 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 22 12 22 13 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 34 34 0 18 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Intersection Int Delay, s/veh 2.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 20 11 20 12 5 Future Vol, veh/h 11 20 11 20 12 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 22 12 22 13 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 34 0 - 0 69 23 Stage 1 - - - - 23 - Stage 2 - - - - 46 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1578 - - - 936 1054 Stage 1 - - - - 1000 - Stage 2 - - - - 976 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1578 - - - 929 1054 Mov Cap-2 Maneuver - - - - 929 - Stage 1 - - - - 992 - Stage 2 - - - - 976 - Approach EB WB SB HCM Control Delay, s 2.6 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1578 - - - 963 HCM Lane V/C Ratio 0.008 - - - 0.019 HCM Control Delay (s) 7.3 0 - - 8.8 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 78 14 5 44 24 15 Future Volume (vph) 78 14 5 44 24 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.949 Flt Protected 0.995 0.970 Satd. Flow (prot) 1863 1583 0 1853 1715 0 Flt Permitted 0.995 0.970 Satd. Flow (perm) 1863 1583 0 1853 1715 0 Link Speed (mph) 35 35 25 Link Distance (ft) 482 264 977 Travel Time (s) 9.4 5.1 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 85 15 5 48 26 16 Shared Lane Traffic (%) Lane Group Flow (vph) 85 15 0 53 42 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 78 14 5 44 24 15 Future Vol, veh/h 78 14 5 44 24 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 85 15 5 48 26 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 100 0 143 85 Stage 1 - - - - 85 - Stage 2 - - - - 58 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1493 - 850 974 Stage 1 - - - - 938 - Stage 2 - - - - 965 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1493 - 847 974 Mov Cap-2 Maneuver - - - - 847 - Stage 1 - - - - 938 - Stage 2 - - - - 962 - Approach EB WB NB HCM Control Delay, s 0 0.8 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 892 - - 1493 - HCM Lane V/C Ratio 0.048 - - 0.004 - HCM Control Delay (s) 9.2 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 37 5 13 27 6 31 Future Volume (vph) 37 5 13 27 6 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.888 Flt Protected 0.984 0.992 Satd. Flow (prot) 1863 1583 0 1833 1641 0 Flt Permitted 0.984 0.992 Satd. Flow (perm) 1863 1583 0 1833 1641 0 Link Speed (mph) 35 35 25 Link Distance (ft) 264 426 978 Travel Time (s) 5.1 8.3 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 40 5 14 29 7 34 Shared Lane Traffic (%) Lane Group Flow (vph) 40 5 0 43 41 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 7:30 am 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Int Delay, s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 37 5 13 27 6 31 Future Vol, veh/h 37 5 13 27 6 31 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 5 14 29 7 34 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 45 0 97 40 Stage 1 - - - - 40 - Stage 2 - - - - 57 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1563 - 902 1031 Stage 1 - - - - 982 - Stage 2 - - - - 966 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1563 - 894 1031 Mov Cap-2 Maneuver - - - - 894 - Stage 1 - - - - 982 - Stage 2 - - - - 957 - Approach EB WB NB HCM Control Delay, s 0 2.4 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1006 - - 1563 - HCM Lane V/C Ratio 0.04 - - 0.009 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 28 260 353 52 47 18 Future Volume (vph) 28 260 353 52 47 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.962 Flt Protected 0.950 0.965 Satd. Flow (prot) 1770 1863 1831 0 1729 0 Flt Permitted 0.950 0.965 Satd. Flow (perm) 1770 1863 1831 0 1729 0 Link Speed (mph) 30 30 25 Link Distance (ft) 1045 782 542 Travel Time (s) 23.8 17.8 14.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 30 283 384 57 51 20 Shared Lane Traffic (%) Lane Group Flow (vph) 30 283 441 0 71 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.6% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Elizabeth St & Kimball Rd 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 28 260 353 52 47 18 Future Vol, veh/h 28 260 353 52 47 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 283 384 57 51 20 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 441 0 - 0 756 413 Stage 1 - - - - 413 - Stage 2 - - - - 343 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1119 - - - 376 639 Stage 1 - - - - 668 - Stage 2 - - - - 719 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1119 - - - 366 639 Mov Cap-2 Maneuver - - - - 366 - Stage 1 - - - - 650 - Stage 2 - - - - 719 - Approach EB WB SB HCM Control Delay, s 0.8 0 15.4 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1119 - - - 415 HCM Lane V/C Ratio 0.027 - - - 0.17 HCM Control Delay (s) 8.3 - - - 15.4 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.1 - - - 0.6 Lanes, Volumes, Timings JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 5 24 5 5 5 28 55 5 5 39 5 Future Volume (vph) 5 5 24 5 5 5 28 55 5 5 39 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.955 0.993 0.987 Flt Protected 0.993 0.984 0.984 0.995 Satd. Flow (prot) 0 1668 0 0 1750 0 0 1820 0 0 1829 0 Flt Permitted 0.993 0.984 0.984 0.995 Satd. Flow (perm) 0 1668 0 0 1750 0 0 1820 0 0 1829 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 422 418 542 684 Travel Time (s) 11.5 11.4 14.8 18.7 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 Adj. Flow (vph) 5 5 26 5 5 5 30 60 5 5 42 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 0 0 15 0 0 95 0 0 52 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: Kimball Rd & Plum St 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 24 5 5 5 28 55 5 5 39 5 Future Vol, veh/h 5 5 24 5 5 5 28 55 5 5 39 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 5 26 5 5 5 30 60 5 5 42 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 183 180 45 193 180 63 47 0 0 65 0 0 Stage 1 55 55 - 123 123 - - - - - - - Stage 2 128 125 - 70 57 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 778 714 1025 767 714 1002 1560 - - 1537 - - Stage 1 957 849 - 881 794 - - - - - - - Stage 2 876 792 - 940 847 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 755 698 1025 730 698 1002 1560 - - 1537 - - Mov Cap-2 Maneuver 755 698 - 730 698 - - - - - - - Stage 1 938 846 - 863 778 - - - - - - - Stage 2 848 776 - 907 844 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.1 9.7 2.3 0.8 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1560 - - 914 789 1537 - - HCM Lane V/C Ratio 0.02 - - 0.04 0.021 0.004 - - HCM Control Delay (s) 7.4 0 - 9.1 9.7 7.4 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0 - - Lanes, Volumes, Timings JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 21 28 11 19 10 Future Volume (vph) 11 21 28 11 19 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.961 0.954 Flt Protected 0.983 0.968 Satd. Flow (prot) 0 1831 1790 0 1720 0 Flt Permitted 0.983 0.968 Satd. Flow (perm) 0 1831 1790 0 1720 0 Link Speed (mph) 25 25 25 Link Distance (ft) 226 271 977 Travel Time (s) 6.2 7.4 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 23 30 12 21 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 35 42 0 32 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: Orchard Pl & Locust Grove Dr 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Intersection Int Delay, s/veh 3.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 21 28 11 19 10 Future Vol, veh/h 11 21 28 11 19 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 23 30 12 21 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 42 0 - 0 83 36 Stage 1 - - - - 36 - Stage 2 - - - - 47 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1567 - - - 919 1037 Stage 1 - - - - 986 - Stage 2 - - - - 975 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1567 - - - 912 1037 Mov Cap-2 Maneuver - - - - 912 - Stage 1 - - - - 978 - Stage 2 - - - - 975 - Approach EB WB SB HCM Control Delay, s 2.5 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1567 - - - 952 HCM Lane V/C Ratio 0.008 - - - 0.033 HCM Control Delay (s) 7.3 0 - - 8.9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 88 19 10 73 17 11 Future Volume (vph) 88 19 10 73 17 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.946 Flt Protected 0.994 0.971 Satd. Flow (prot) 1863 1583 0 1852 1711 0 Flt Permitted 0.994 0.971 Satd. Flow (perm) 1863 1583 0 1852 1711 0 Link Speed (mph) 30 30 25 Link Distance (ft) 482 264 977 Travel Time (s) 11.0 6.0 26.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 96 21 11 79 18 12 Shared Lane Traffic (%) Lane Group Flow (vph) 96 21 0 90 30 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 4: Locust Grove Dr & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 88 19 10 73 17 11 Future Vol, veh/h 88 19 10 73 17 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 96 21 11 79 18 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 117 0 197 96 Stage 1 - - - - 96 - Stage 2 - - - - 101 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1471 - 792 960 Stage 1 - - - - 928 - Stage 2 - - - - 923 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1471 - 786 960 Mov Cap-2 Maneuver - - - - 786 - Stage 1 - - - - 928 - Stage 2 - - - - 916 - Approach EB WB NB HCM Control Delay, s 0 0.9 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 846 - - 1471 - HCM Lane V/C Ratio 0.036 - - 0.007 - HCM Control Delay (s) 9.4 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Lanes, Volumes, Timings JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 66 8 35 48 5 27 Future Volume (vph) 66 8 35 48 5 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.885 Flt Protected 0.979 0.993 Satd. Flow (prot) 1863 1583 0 1824 1637 0 Flt Permitted 0.979 0.993 Satd. Flow (perm) 1863 1583 0 1824 1637 0 Link Speed (mph) 30 30 25 Link Distance (ft) 264 426 978 Travel Time (s) 6.0 9.7 26.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 72 9 38 52 5 29 Shared Lane Traffic (%) Lane Group Flow (vph) 72 9 0 90 34 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Louise Ln & Mulberry St 08/29/2023 Polestar 4:30 pm 07/01/2045 2045 Future Year (Total) Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Int Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 66 8 35 48 5 27 Future Vol, veh/h 66 8 35 48 5 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 72 9 38 52 5 29 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 81 0 200 72 Stage 1 - - - - 72 - Stage 2 - - - - 128 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1517 - 789 990 Stage 1 - - - - 951 - Stage 2 - - - - 898 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1517 - 768 990 Mov Cap-2 Maneuver - - - - 768 - Stage 1 - - - - 951 - Stage 2 - - - - 875 - Approach EB WB NB HCM Control Delay, s 0 3.1 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 947 - - 1517 - HCM Lane V/C Ratio 0.037 - - 0.025 - HCM Control Delay (s) 8.9 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - Polestar – Traffic Impact Study 27 | P a g e Appendix E Base Assumptions Form 141 Chapter 4 – Attachments Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021 Page 4-35 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment A Transportation Impact Study Base Assumptions Project Information Project Name Project Location TIS Assumptions Type of Study Full: Intermediate: MTIS: Memo: Study Area Boundaries North: South: East: West: Study Years Short Range: Long Range: Future Traffic Growth Rate Study Intersections 1. All access drives 5. 2. 6. 3. 7. 4. 8. Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: Trip Generation Rates Trip Adjustment Factors Passby: Captive Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions Design Vehicle Information Committed Roadway Improvements Other Traffic Studies Areas Requiring Special Study Date: Traffic Engineer: Local Entity Engineer: Polestar LMN Mixed-Use Development Northeast of Elizabeth St & Overland Tr, Fort Collins X Elizabeth StMulberry St Kimball Rd Overland Tr 2024 2045 Mulberry & Locust Grove Orchard & Locust Grove Elizabeth & Kimball See Attached ITE Report 0%2% Eli Farney Spencer M. Smith (See Attached Site Plan with Study Intersections) 4/25/2022 1.5% Mulberry & Louise Polestar LMN Mixed-Use Development Site Plan and Study Intersections N Trip Generation Summary Open Date: Analysis Date: 4/20/2022 4/20/2022Project: Polestar Alternative: Alternative 1 Phase: ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total *** Weekday Average Daily Trips Weekday AM Peak Hour of Adjacent Street Traffic Weekday PM Peak Hour of Adjacent Street Traffic 210 SFHOUSE 19 Dwelling Units 90 89 179 4 10 14 12 7 19 220 LOW-RISE 2 61 Dwelling Units 224 223 447 6 22 28 21 13 34 220 LOW-RISE 1 56 Dwelling Units 205 205 410 6 20 26 20 11 31 254 ASSISTLIVE 8 Beds 11 10 21 1 1 2 1 1 2 495 RECCENTER 9 1000 Sq. Ft. GFA 130 129 259 11 5 16 10 11 21 560 CHURCH 5 1000 Sq. Ft. GFA 18 17 35 1 1 2 1 1 2 Unadjusted Volume 678 673 1351 29 59 88 65 44 109 Internal Capture Trips 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 678 673 1351 29 59 88 65 44 109 Pass-By Trips Volume Added to Adjacent Streets Total Weekday Average Daily Trips Internal Capture = 0 Percent Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent P. 1TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition - Custom rate used for selected time period.* Orchard Pl Ki m b a l l R d N 1000’ Polestar LMN Mixed-Use Development Site-Generated Trip Distribution Note: Distribution based on existing traffic volumes Elizabeth St 50% 15% 15% Polestar Project Site Plum St Lo c u s t G r o v e Dr Mulberry St Ov e r l a n d Tr 20%