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2023.6.23_80090_Avienda Traffic Impact AnalysisLYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION | DRAFT TOOLE DESIGN | 1 TRAFFIC IMPACT ANALYSIS Avienda June 23, 2023 AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 2 TRAFFIC IMPACT ANALYSIS Avienda I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. 52899 6/16/2023 Jeremy Andrew Chrzan, P.E., PTOE License No. Date Approved: Carver County AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 3 CONTENTS Executive summary 4 Proposed Development and Study Area 5 Existing Traffic Conditions 7 Future Projected Traffic Conditions Without Development 10 Background growth 10 Site Traffic 13 Traffic Impact of Proposed Development 18 Problem Areas 29 Congestion 29 Crash Analysis 29 Recommended Improvements and Mitigation Measures 31 Conclusion 32 The results, recommendations, and commentary contained herein are based on assumptions and predictions of future land use, development patterns, population growth, transportation mode split, and other factors which are subject to change. This document provides a relative prediction of potential changes in traffic operations as a result of a particular project but is not intended to provide a precise determination of conditions at any future date. This document is an instrument of professional service. Reuse or alteration is at the user’s sole risk. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 4 EXECUTIVE SUMMARY This study has been prepared in anticipation of the proposed Avienda development. The site is bounded on the north by Lyman Boulevard and on the east by Powers Boulevard in Chanhassen, MN. The proposed development is a mixed-use plan including a variety of attached residential units, retail, and service uses in the approved PUD, with the potential for additional development in the southeast quadrant. For the purposes of this study, the SE quadrant was assumed to contain additional retail, hotel, and office space as was shown in the 2017 AUAR Study completed by Kimley Horn on behalf of the City of Chanhassen. The potential full buildout of the site was calculated to include up to 897 AM peak hour trips and 845 PM peak hour trips. Based on a scoping conversation with Carver County staff, the follow three intersections were included in this study. 1. Lyman Boulevard/Sunset Trail 2. Powers Boulevard/Lyman Boulevard 3. Powers Boulevard/Bluff Creek Boulevard/T.H. 212 SB Ramps The peak traffic periods studied were AM and PM weekday peak hours. Existing conditions were determined based on the 2017 volumes from the Kimley Horn 2017 AUAR Report, with 1.5% compound growth rate to the study year. Based on the analysis in this report, with the three study intersections currently operate at acceptable levels of service D or better under existing conditions. In the 2040 future background condition without the proposed development, all intersections will continue to operate at LOS D or better during both peak hours. The intersection of Lyman Boulevard at Sunset Trail is recommended for construction of a signal at an interim stage when approximately 73% of full buildout trip generation occurs to mitigate the LOS F at the northbound approach. With the proposed signal at full build out, the intersection of Lyman Boulevard at Sunset Trail is forecast to operate at LOS C or better on all movements during both the AM and PM peak hours. The intersection of Powers Boulevard at Bluff Creek Boulevard is planned for modifications that will include signal changes and a new eastbound leg. With the planned signal and lane use modifications at Powers Boulevard and Bluff Creek Boulevard it will operate at LOS D or better in all approaches. With full buildout of the Avienda development and optimization of the traffic signal timings, the intersection of Powers Boulevard at Lyman Boulevard will also operate at LOS D or better during both peak hours. The site plan as shown will provide adequate internal circulation for both drivers and pedestrians, as well as adequate ingress and egress sight distance. The impact of the development is proposed to be mitigated with the following recommendations:  Construction of the recommended signal control at the intersection of Lyman Boulevard and Sunset Trail as outlined in the draft ICE study for that intersection.  Construction of the approved signal improvements at the intersection of Powers Boulevard/Bluff Creek Boulevard as outlined in the prior approved ICE study and plans for that intersection.   AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 5 PROPOSED DEVELOPMENT AND STUDY AREA This study has been prepared in anticipation of the proposed Avienda development. The site is currently undeveloped but has been rough graded. The development is located in the southwest quadrant of the intersection of Lyman Boulevard and Powers Boulevard in Chanhassen, MN. Toole Design staff met with Carver County review staff for a scoping meeting on May 18, 2023. During that meeting the study area and assumptions for this study were outlined and confirmed via email. The study area includes three intersections: 1. Lyman Boulevard/Sunset Trail 2. Lyman Boulevard/Powers Boulevard 3. Powers Boulevard/Bluff Creek Boulevard A map of the development location and study intersections are provided in Figure 1. Figure 1: Location of the Subject Development and Study Intersections The proposed development as per the currently approved PUD is a mixed-use residential and retail development consisting of apartment and townhome residential, as well as attached senior living, retail, restaurant, and a daycare center. This site was the subject of a prior Alternative Urban Areawide Review (AUAR) traffic analysis performed by Kimley-Horn & Associates (KHA) on behalf of the City of Chanhassen in 2017. The plan assumed in that study also included a hotel and office in the SE quadrant of the proposed development, but this was omitted from the most recent approval. The site is bounded on the north by Lyman Boulevard and on the east by Powers Boulevard. Figure 1 and Figure 2 show the site with and without the SE quadrant; larger figures can be found in Appendix J which provide more legible information on site layout and use locations. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 6 Figure 2. Approved PUD Amendment without the SE Quadrant Figure 3. Prior plan with SE Quadrant AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 7 EXISTING TRAFFIC CONDITIONS Lyman Boulevard and Powers Boulevard both have a functional classification of “A - Minor Expander” and a posted speed limit of 50 mph. Sunset Trail and Bluff Creek Boulevard are classified as a “Local Road” with an assumed speed limit of 30 MPH, to reflect statutory speed limits for the state of Minnesota. The northern leg of the intersection of Sunset Trail and Lyman Boulevard is a residential street providing access to 10 existing homes. The eastern leg of the intersection of Powers Boulevard with Bluff Creek Boulevard is the southbound on- and off-ramps for T.H. 212, a limited access highway that serves as a principal arterial. The existing intersection of Lyman Boulevard and Sunset Trail is STOP controlled on the Sunset Trail approach and uncontrolled on the Lyman Boulevard approaches. The existing intersection geometric configuration is as follows: » Eastbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane » Westbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane » Northbound: Unmarked lanes currently serving as a construction entrance » Southbound: One shared lane for left and right turns The intersection of Lyman Boulevard and Powers Boulevard is signalized. The existing intersection geometric configuration is as follows: » Eastbound: One dedicated left turn lane, one thru lane, and one yield-controlled channelized right turn lane » Westbound: One dedicated left turn lane, one thru lane, and one thru/right turn lane » Northbound: Two dedicated left turn lanes, two thru lanes, and one dedicated right turn lane » Southbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane The intersection of Powers Boulevard/T.H. 212 SB/Future Bluff Creek is signalized. The existing intersection geometric configuration is as follows: » Eastbound: Unmarked unpaved area currently serving as a construction entrance (Planned Bluff Creek Boulevard) » Westbound: One Left turn lane, two right-turn lanes » Northbound: Two dedicated left turn lanes, two thru lanes, and one dedicated right turn lane » Southbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane Intersection turning movements were obtained from the AUAR 2017 traffic analysis and are summarized in Appendix A. These counts were adjusted to current year assuming a 1.5% growth rate compounded annually. The 2023 Existing Conditions turning movement count volumes for weekday AM and PM peak periods, as well as ADT volumes are shown in Figure 4. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 8 Figure 4 - 2023 Existing Conditions Volumes Existing condition level of service, delay and 95th percentile queues were analyzed using Synchro 11 Highway Capacity Methodology. The summarized results are shown in Table 1. As shown in Table 1 the intersection of Lyman Boulevard and Sunset Trail currently operates with all movements except the southbound left turn at LOS A. The southbound left turn operates at LOS C during the AM peak hour and LOS B during the PM peak hour. Table 1 - 2023 Existing Conditions Intersection Operations Intersection Control Approach Movement  2023 ‐ Existing     AM  PM  Delay  (sec) LOS  95%ile  Queue  (ft)  Delay  (sec) LOS  95%ile  Queue  (ft)  Lyman Blvd &  Sunset Trail TWSC  Lyman Blvd  EBL  9.5  A  0  8.3  A  0  Lyman Blvd EBT ‐ ‐ ‐ ‐ ‐ ‐  Lyman Blvd EBR ‐ ‐ ‐ ‐ ‐ ‐  Lyman Blvd WBL 0 A 0 0 A 0  Lyman Blvd WBT ‐ ‐ ‐ ‐ ‐ ‐  Lyman Blvd WBR ‐ ‐ ‐ ‐ ‐ ‐  Sunset Trail NBL 0 A ‐ 0 A ‐  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 9 Sunset Trail NBLT 0 A ‐ 0 A ‐  Sunset Trail NBR 0 A ‐ 0 A ‐  Sunset Trail SBL 17.9 C 2.5 14.2 B 2.5  Sunset Trail SBT ‐ ‐ ‐ ‐ ‐ ‐  Sunset Trail SBR ‐ ‐ ‐ ‐ ‐ ‐  Overall  ‐  ‐  ‐  ‐  ‐  ‐  Lyman Blvd &  Powers Blvd Signal  Lyman Blvd EBL 29.7 C 73 25.8 C 79  Lyman Blvd  EBT  40.9  D  167  59.1  E  #293  Lyman Blvd EBR 1.3 A 0 8.4 A 70  Lyman Blvd  WBL  25.5  C  28  25.9  C  57  Lyman Blvd WBTR 40.3 D 118 30.7 C 97  Powers Blvd NBL 29.9 C 169 24.1 C 76  Powers Blvd  NBT  15.3  B  134  16.8  B  121  Powers Blvd NBR 1.5 A m6 0.6 A 0  Powers Blvd  SBL  49.6  D  86  51.7  D  100  Powers Blvd SBT 30.1 C 90 39.5 D 221  Powers Blvd  SBR  2.9  A  20  0.8  A  1  Overall 26.1 C ‐ 29.3 C ‐  Powers Blvd &  Bluff Creek  Blvd  Signal  Bluff Creek  Blvd EBL  ‐  ‐  ‐  ‐  ‐  ‐  Bluff Creek  Blvd EBT ‐ ‐ ‐ ‐ ‐ ‐  Bluff Creek  Blvd EBR  ‐  ‐  ‐  ‐  ‐  ‐  212 Off Ramp WBL 44.7 D 64 39.9 D 167  212 Off Ramp WBT  ‐  ‐  ‐  ‐  ‐  ‐   212 Off  Ramp WBR 9.6 A 39 1.5 A 0  Powers Blvd  NBL  ‐  ‐  ‐  ‐  ‐  ‐  Powers Blvd NBT 6.1 A 61 10 A 66  Powers Blvd  NBR  0.1  A  m0  0  A  m0  Powers Blvd SBL 1.1 A 6 2.8 A 17  Powers Blvd  SBT  0.9  A  10  1.8  A  18  Powers Blvd SBR ‐ ‐ ‐ ‐ ‐ ‐  Overall  8.9  A  ‐  11.2  B  ‐  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 10 FUTURE PROJECTED TRAFFIC CONDITIONS WITHOUT DEVELOPMENT BACKGROUND GROWTH The 2017 AUAR traffic analysis assumed a 1.5% annual growth rate. Table 2 shows nearby historical AADTs and Table 3 compares nearby AADT volumes from both 2017 and 2019 with 1.5% annual growth to county provided forecast volumes for 2040. As shown in the table, forecasting 1.5% growth on traffic counts collected in the vicinity of the study intersection results in comparable to, or higher than, volumes forecasted by the county’s 2040 model. Generally, the 2017 volumes, grown to 2040 are closer to the 2040 model volumes because AADTs for Lyman Blvd were higher in 2017 than 2019, potentially due to nearby construction. Based on this comparison, this study will continue to use the 2017 collected volumes as the base for this analysis with 1.5% compounded annual growth applied to the design year of 2023 and the analysis year of 2040. This approach was confirmed with Angie Stenson of Carver County via email. Table 2 Historical AADT Year AADT  Lyman Blvd Lyman Blvd Lyman Blvd  East of Powers  Blvd  West of Powers  Blvd  West of  Audubon  2001 2900 ‐ ‐  2003 3250  13000  15000  2005 2850 11100 13400  2007 2900  12000  15300  2009 2700 8800 11300  2011 2450  8200  8600  2012 ‐ 8800 9400  2013 2850  ‐  ‐  2014 ‐ 9700 ‐  2015 4000  ‐  14600  2017 3850 11000 13000  2019 4150  ‐  11900  2021 4007 ‐ ‐  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 11 Table 3 - Growth Comparison Location 2017 AADT1 2019 AADT2  2040 with  1.5% Growth  on 20173  2040 with  1.5%  Growth on  20193  2040 Carver  County  Projections4  Lyman Blvd West of Powers Blvd 11,000 9,500 15,492 n/a 16,400 Lyman Blvd West of Audubon 13,000  11,900  18,309  16,268  Lyman Blvd East of Powers Blvd 5,100 4,350 7,183 5,947 7,200  Powers Blvd South of Lyman Blvd 11,300  n/a  15,915  n/a  19,000  Powers Blvd North of Lyman Blvd 9,300 9,900 13,098 13,534 11,500    1. 2017 AADT Volumes provided by Whitney Schroeder of Carver County Public Works   2. 2019 AADT Volumes obtained from MnDOT Traffic Mapping Application. 3. 1.5% growth compounded annually from count year as noted. 4. Carver County projected 2040 volumes as provided by Scenario 3 of Carver County’s 2040 Comprehensive  Plan.  The 1.5% compound annual growth was applied to the existing turning movement and ADT volumes from the 2017 AUAR study to produce 2040 volumes without the proposed development as shown in Figure 5. Figure 5 - No Build Turning Movement Volumes AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 12 These volumes were applied to the Synchro model to obtain delay, LOS, and queue results for each of the study intersections. As shown in Table 4, with projected 2040 volumes without the proposed development all movements at all study intersections will operate at LOS D or better during both the AM and PM peak hours. Table 4 - No Build 2040 Intersection Operations Intersection Control Approach Movement 2040 No Build     AM  PM  Delay  (sec) LOS  95%ile  Queue  (ft)  Delay  (sec) LOS  95%ile  Queue  (ft)  Lyman Blvd  & Sunset  Trail  TWSC  Lyman Blvd  EBL  10.5  B  0  8.7  A  0  Lyman Blvd EBT ‐ ‐ ‐ ‐ ‐ ‐  Lyman Blvd EBR ‐ ‐ ‐ ‐ ‐ ‐  Lyman Blvd WBL 0 A 0 0 A 0  Lyman Blvd WBT ‐ ‐ ‐ ‐ ‐ ‐  Lyman Blvd WBR ‐ ‐ ‐ ‐ ‐ ‐  Sunset Trail NBL 0 A ‐ 0 A ‐  Sunset Trail NBLT 0 A ‐ 0 A ‐  Sunset Trail NBR 0 A ‐ 0 A ‐  Sunset Trail SBL 25.8 D 7.5 18.1 C 5  Sunset Trail SBT ‐ ‐ ‐ ‐ ‐ ‐  Sunset Trail SBR ‐ ‐ ‐ ‐ ‐ ‐  Overall  ‐  ‐  ‐  ‐  ‐  ‐  Lyman Blvd  & Powers  Blvd  Signal  Lyman Blvd EBL 29.7 C 94 26.8 C 98  Lyman Blvd  EBT  42.8  D  228  74  E  #422  Lyman Blvd EBR 3.4 A 23 8.1 A 81  Lyman Blvd  WBL  23.8  C  32  29.3  C  70  Lyman Blvd WBTR 41.9 D 151 34.2 C 127  Powers Blvd NBL 31.9 C 250 23 C 95  Powers Blvd  NBLT  17.8  B  180  18.2  B  154  Powers Blvd NBR 1.6 A m12 1 A M2  Powers Blvd  SBL  52.4  D  107  55.2  E  123  Powers Blvd SBT 34.1 C 115 54.2 D #338  Powers Blvd  SBR  6.5  A  47  1  A  0  Overall 28.3 C ‐ 35.5 D ‐  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 13 Powers Blvd  & Bluff  Creek Blvd  Signal  Bluff Creek  Blvd EBL  ‐  ‐  ‐  ‐  ‐  ‐  Bluff Creek  Blvd EBT ‐ ‐ ‐ ‐ ‐ ‐  Bluff Creek  Blvd EBR  ‐  ‐  ‐  ‐  ‐  ‐  212 Off Ramp WBL 36.8 D 64 34.4 C 206  212 Off Ramp  WBT  ‐  ‐  ‐  ‐  ‐  ‐   212 Off  Ramp WBR 23.7 C 39 2.3 A 0  Powers Blvd  NBL  ‐  ‐  ‐  ‐  ‐  ‐  Powers Blvd NBLT 10.1 B 61 13.6 B 87  Powers Blvd  NBR        m0  0  A  m0  Powers Blvd SBL 2.5 A 6 6.7 A m34  Powers Blvd  SBT  1.6  A  10  2.9  A  m27  Powers Blvd SBR ‐ ‐ ‐ ‐ ‐ ‐  Overall  14.2  B  ‐  11.6  B  ‐  SITE TRAFFIC The existing site is currently undeveloped and generates no vehicular trips beyond construction traffic. The 2017 AUAR was completed prior to a planned unit development (PUD) amendment that had been issued for this site, dated September 12, 2022. The PUD amendment plan shown previously in Figure 2, does not include the Southeast (SE) quadrant of the development whereas the prior development plan, shown in Figure 3, does. The SE quadrant includes additional retail space, a hotel, and office space. The analyses in the following sections will treat both cases separately as the SE quadrant may eventually develop with this or another development plan, but at this time there is not an approved PUD that includes this area. Table 5 and Table 6 show the estimated trips that will be generated as a result of the development with and without the SE quadrant respectively. Trip generation was calculated using the 11th Edition of the Trip Generation Manual and the NCHRP 8-51 Internal Capture Tool. As a result of this, the values shown in Table 6 are not identical to the “Updated Avienda Development-Driven Trip Generation” Memorandum dated July 26, 2022, which utilized the 10th edition of the Trip Generation Manual rates. The total site generated, driveway, and net new trips saw an increase due to changes in the ITE equations and rates; however, the land use, land use intensity, and overarching methodology have remained the same. Similarly, the values in Table 5 are not identical to the previously submitted ICE report dated November 18, 2022, which utilized the 10th edition of the Trip Generation Manual rates. The NCHRP 8-51 worksheets are included in Appendix G. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 14 Table 5. Development Plan Trip Generation Estimation without SE Quadrant (2022 PUD Development Plan) Land Use LUC Intensity Unit Trip Generation Values  Daily AM Total  (In/Out)  PM Total (In/Out)  Day Care Center 565  10,000  SF  476  110 (58/52)  111 (52/59)  Retail 820 151,000 SF 9,806 223 (138/85) 759 (364/395)  Restaurant  932  28,000  SF  3,002  268 (147/121)  253 (155/99)  Residential‐ Attached  (Apartments)  221 417 DU 1,893 172 (40/132) 163 (99/64)  Residential‐ Attached (Senior  Living)  252  300  DU  972  60 (20/40)  75 (42/33)  Residential‐ Attached  (Townhomes)  220 92 DU 665 51 (12/39) 60 (38/22)  Total Site Generated Trips 16,814 884 (416/468)  1,422 (751/671)  Internal Capture Reduction  846 116 (58/58) 488 (244/244)  13% (14%/12%) 34% (33%/36%)  Total Driveway Trips 15,969 768 (358/410) 934 (506/428)  Pass‐By Reduction  4,344  0 (0/0)  378 (195/183))  Total Net New Trips 11,625 768 (358/410) 566 (311/245)  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 15 Table 6. Development Plan Trip Generation Estimation with SE Quadrant Land Use LUC Intensity Unit Trip Generation Values  Daily AM Total  (In/Out)  PM Total (In/Out)  Day Care Center 565  10,000  SF 476  110 (58/52)  111 (52/59)  Retail 820 167,000 SF 10,224 232 (144/88) 816 (392/425)  Restaurant  932  28,000  SF 3,002  268 (147/121)  253 (155/99)  Office 710 150,000 SF 1,651 237 (209/28) 232 (40/193)  Residential‐ Attached  (Apartments)  221  417  DU  1,893  172 (40/132)  163 (99/64)  Residential‐ Attached (Senior  Living)  252 300 DU  972 60 (20/40) 75 (42/33)  Residential‐ Attached  (Townhomes)  220  92  DU  665  51 (12/39)  60 (38/22)  Hotel 310 100 Rooms 799 43 (24/19) 46 (24/23)  Total Site Generated Trips 19,682 1173 (654/519)  1758 (841/917)  Internal Capture Reduction  1,854 276 (138/138) 655 (328/328)  24% (21%/27%) 37% (39%/36%)  Total Driveway Trips 17,829 897 (516/381) 1103 (514/589)  Pass‐By Reduction  4,465  0 (0/0)  395 (203/192)  Total Net New Trips 13,363 897 (516/381) 845 (377/468)  Tables 5 and 6 Notes and Assumptions 1. For restaurants, reasonable land use options were Fast Casual, High Quality, and High-Turnover (Sit-Down). Used High-Turnover (Sit- Down) land use because it had trip generation numbers in the middle of all three options. This analysis assumes the restaurants will be open during morning peak hours. AM Totals should not be used if the restaurants will not be open during AM peak traffic on adjacent street. 2. One of the retail land uses includes a grocer, and two of the residential-attached (apartment) land uses include senior living facilities. In this analysis, grocer and senior living facilities were not specifically used for trip generation, but they could be broken out to give a more specific estimate. 3. Internal Capture Reduction: Land use interchange distances were omitted from the calculation. It was assumed that 100% of trips would be motor vehicle trips (0% transit and 0% non-motorized). Vehicle occupancy of 1 was assumed. 4. Pass-By Reduction: Pass-by rates obtained from the 11th Edition of the ITE Trip Generation Manual included 44% for Daycare, 29% for Shopping Center and 43% for High-Turnover (Sit-Down) Restaurant. Site generated traffic from both the original trip generation and updated PUD trip generation described above was assigned to the study intersections based on the site trip assignment assumptions from the 2017 AUAR study. Based on that study, the inbound and outbound percent distribution assumption is shown in Figure 6. It is assumed that 8% of generated trips will enter and exit through the new connections of Bluff Creek Boulevard to the west, and the remainder will enter and exist through the main access points of Lyman Boulevard at Sunset Trail and Powers Boulevard at Bluff Creek Boulevard/T.H. 212 SB Ramps. The site generated trips were assigned to the study intersections based on the distribution outlined in Figure 6 below. The residential only scenario site generated trips are shown in Figure 7, and the full buildout of the site with and without the SE quadrant respectively are shown in Figures 8 and 9. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 16 Figure 6. Inbound / Outbound Trip Distribution Figure 7. Residential Only Trip Site Generated Traffic Assignment AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 17 Figure 8. Full Buildout Without SE Quadrant - Site Generated Traffic Assignment Figure 9. Full Buildout with SE Quadrant - Site Generated Traffic Assignment AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 18 TRAFFIC IMPACT OF PROPOSED DEVELOPMENT Site generated traffic assignments were added to the 2025 and 2040 Base future condition volumes to obtain future year build forecasted traffic volumes. Trips generated by only the residential portion of the site was also considered for a likely near-term scenario, as the intended phasing of the site will include early construction of the townhome residential units, with assumed completion in 2025, with the retail to follow once the adjacent residential occupancy provides a local market demand. The following scenarios were developed, and the resulting volumes are shown in Figures 10 through 12.  2025 Build TMC related to residential land use only (near term scenario)  With Approved PUD Development (without the SE Quadrant): o 2040 Build TMC (long term scenario)  With Prior Assumed Development (with the SE Quadrant) o 2040 Future TMC (long term scenario) Figure 10 - 2025 Build Residential Only Future Traffic Volumes AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 19 Figure 11 – 2040 Buildout Volumes without Southeast Quadrant Figure 12 - 2040 Buildout Volumes without Southeast Quadrant AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 20 The volumes shown in the figures above were applied to the Synchro model to produce LOS, delay and 95th percentile queue measures for each of the study intersections. At the intersection of Lyman Boulevard and Sunset Trail, the existing TWSC traffic control was analyzed for the interim 2025 Residential condition, as well as the recommended signal at 2040 full buildout as per the draft ICE analysis for this location. The ICE analysis also considered a roundabout at this location, which was not recommended due to impacts to utilities and an existing private driveway and thus has not been included in this document. These analysis scenarios are summarized in Table 7through Table 9. Table 7 - 2025 Residential Only Near Term Intersection Operations Intersection Control Approach Movement 2025 – Residential Build Only (Near Term Scenario)     AM  PM  Delay (sec) LOS 95%ile  Queue  (ft)  Delay (sec) LOS 95%ile  Queue  (ft)  Sunset Trail  & Lyman  Blvd  TWSC  Lyman  Blvd  EBL  9.6  A  0  8.3  A  0  Lyman  Blvd  EBT ‐ ‐ ‐ ‐ ‐ ‐  Lyman  Blvd  EBR  ‐  ‐  ‐  ‐  ‐  ‐  Lyman  Blvd  WBL 8.1 A 0 9.3 A 2.5  Lyman  Blvd  WBT  ‐  ‐  ‐  ‐  ‐  ‐  Lyman  Blvd  WBR ‐ ‐ ‐ ‐ ‐ ‐  Sunset  Trail  NBL  21.8  C  12.5  26.2  D  10  Sunset  Trail  NBLT 0 A ‐ 0 A ‐  Sunset  Trail  NBR  9.5  A  2.5  10.8  B  2.5  Sunset  Trail  SBL ‐ ‐ ‐ ‐ ‐ ‐  Sunset  Trail  SBT  19.4  C  5  15.4  C  2.5  Sunset  Trail  SBR ‐ ‐ ‐ ‐ ‐ ‐  Overall  ‐  ‐  ‐  ‐  ‐  ‐  Lyman Blvd  & Powers  Blvd  Signalized  Lyman  Blvd  EBL 29.5 C 74 25.8 C 81  Lyman  Blvd  EBT  40.6  D  172  59.8  E  #306  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 21 Lyman  Blvd  EBR 1.3 A 0 8.3 A 72  Lyman  Blvd  WBL  25.2  D  29  26.1  C  58  Lyman  Blvd  WBT 40.9 D 124 31.9 C 106  Lyman  Blvd  WBR  ‐  ‐  ‐  ‐  ‐  ‐  Powers  Blvd  NBL 27.5 C 177 23.2 C 84  Powers  Blvd  NBT  13.2  B  151  16.1  B  140  Powers  Blvd  NBR 1.2 A m10 0.7 A m2  Powers  Blvd  SBL  49.7  D  88  51.8  D  102  Powers  Blvd  SBT 30.6 C 95 41.1 D #255  Powers  Blvd  SBR  3.4  A  27  0.7  A  0  Overall 25.1 C ‐ 29.9 C ‐  Powers Blvd  & Bluff Creek  Blvd  Signalized  Bluff  Creek Blvd  EBL  45.9  D  39  44.5  D  27  Bluff  Creek Blvd  EBT 45.3 D 25 44.3 D 17  Bluff  Creek Blvd  EBR  2.8  A  0  1.3  C  0  SB Off  Ramp  WBL 43.3 D 61 39.2 F 171  SB Off  Ramp  WBT  37.0  D  36  28.8  D  65  SB Off  Ramp  WBR 10.9 B 87 6.7 F 72  Powers  Blvd  NBL  12.1  B  m15  16.8  C  m31  Powers  Blvd  NLT 12.7 B 143 16.4 B 78  Powers  Blvd  NBR  0.0  A  m0  0.0  B  m0  Powers  Blvd  SBL 4.6 A 20 8.4 B 67  Powers  Blvd  SBT  3.7  A  34  5.9  A  75  Powers  Blvd  SBR 0 A 0 0.1 A m0  Overall  12.9  B  ‐  15.1  B  ‐  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 22 Table 8 - 2040 Full Buildout - Without SE Quadrant Intersection Operations Intersection Control Approach Movement 2040 – Without SE Quadrant     AM  PM  Delay (sec) LOS 95%ile  Queue  (ft)  Delay  (sec)  LOS 95%ile  Queue  (ft)  Sunset Trail  & Lyman  Blvd  TWSC  Lyman  Blvd  EBL  10.6  B  0  8.7  A  0  Lyman  Blvd  EBT ‐ ‐ ‐ ‐ ‐ ‐  Lyman  Blvd  EBR  ‐  ‐  ‐  ‐  ‐  ‐  Lyman  Blvd  WBL 8.8 A 5 10.4 B 5  Lyman  Blvd  WBT  ‐  ‐  ‐  ‐  ‐  ‐  Lyman  Blvd  WBR ‐ ‐ ‐ ‐ ‐ ‐  Sunset  Trail  NBL  63.1  F  85  64.7  F  55  Sunset  Trail  NBLT 0 A ‐ 0 A ‐  Sunset  Trail  NBR  10.1  B  5  11.9  B  5  Sunset  Trail  SBL ‐ ‐ ‐ ‐ ‐ ‐  Sunset  Trail  SBT  32.1  D  10  21.5  C  5  Sunset  Trail  SBR ‐ ‐ ‐ 8.7 A ‐  Overall  ‐  ‐  ‐  ‐  ‐  ‐  Sunset Trail  & Lyman  Blvd  Signalized    Lyman  Blvd  EBL 6.9 B 8 6.5 A 7  Lyman  Blvd  EBT  7.5  A  79  9.0  A  158  Lyman  Blvd  EBR 1.8 A 15 1.9 A 14  Lyman  Blvd  WBL  7.2  A  24  8.1  B  23  Lyman  Blvd  WBT 9.7 A 194 7.8 A 95  Lyman  Blvd  WBR  1.6  A  3  1.6  A  3  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 23 Sunset  Trail  NBL 27.8 C 83 26.2 C 55  Sunset  Trail  NBT  ‐  ‐  ‐  ‐  ‐  ‐  Sunset  Trail  NBR 0.2 A 0 0.2 A 0  Sunset  Trail  SBL  ‐  ‐  ‐  ‐  ‐  ‐  Sunset  Trail  SBT 11.2 B 16 11.2 B 16  Sunset  Trail  SBR  ‐  ‐  ‐  ‐  ‐  ‐  Overall 10.2 B ‐ 9.5 A  Lyman Blvd  & Powers  Blvd  Signalized  Lyman  Blvd  EBL  31.1  C  107  27.7  C  110  Lyman  Blvd  EBT 42.1 D 235 73.8 E #443  Lyman  Blvd  EBR  2.5  A  13  7.9  A  81  Lyman  Blvd  WBL 23.6 C 33 29.5 C 70  Lyman  Blvd  WBT  43.6  D  164  35.4  D  138  Lyman  Blvd  WBR ‐ ‐ ‐ ‐ ‐ ‐  Powers  Blvd  NBL  28.1  C  252  22.2  C  102  Powers  Blvd  NBT 14.9 B 129 17.8 B 178  Powers  Blvd  NBR  0.4  A  m0  0.6  A  m3  Powers  Blvd  SBL 52.4 D 108 55.2 E 123  Powers  Blvd  SBT  35.2  D  126  56.5  E  #330  Powers  Blvd  SBR 7.7 A 58 2.7 A 13  Overall  27.1  C  ‐  35.7  D  ‐  Powers Blvd  & Bluff Creek  Blvd  Signalized  Bluff  Creek Blvd  EBL 46.5 D 68 47 D 51  Bluff  Creek Blvd  EBT  44.2  D  42  46  D  31  Bluff  Creek Blvd  EBR 16.5 F 74 6.9 A 17  SB Off  Ramp  WBL  36.6  D  67  35  D  206  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 24 SB Off  Ramp  WBT 37.8 D 118 30.1 C 118  SB Off  Ramp  WBR  21.9  F  172  6.4  A  78  Powers  Blvd  NBL 18.4 C m88 25.3 C m69  Powers  Blvd  NBLT  18.8  B  222  21  C  107  Powers  Blvd  NBR 0.0 A m0 0.1 A m0  Powers  Blvd  SBL  10.1  B  34  22.8  C  m#113  Powers  Blvd  SBT 8.1 A 61 11.4 B m122  Powers  Blvd  SBR  0.1  A  0  0.1  A  m0  Overall 19.9 B ‐ 18.8 B ‐  Table 9 - 2040 Full Buildout With SE Quadrant Intersection Operations Intersection Control Approach Movement 2040 – With SE Quadrant     AM  PM  Delay  (sec)  LOS 95%ile  Queue  (ft)  Delay  (sec)  LOS 95%ile  Queue  (ft)  Sunset Trail  & Lyman  Blvd  Signalized  Lyman  Blvd  EBL  6.9  A  8  6.5  A  7  Lyman  Blvd  EBT 7.5 A 79 9.0 A 158  Lyman  Blvd  EBR  1.6  A  18  1.7  A  17  Lyman  Blvd  WBL 7.6 A 32 8.7 A 31  Lyman  Blvd  WBT  9.7  A  194  7.8  A  95  Lyman  Blvd  WBR 1.6 A 3 1.6 A 3  Sunset  Trail  NBL  27.5  C  78  28.2  C  91  Sunset  Trail  NBLT ‐ ‐ ‐ ‐ ‐ ‐  Sunset  Trail  NBR  0.2  A  0  0.4  A  0  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 25 Sunset  Trail  SBL ‐ ‐ ‐ ‐ ‐ ‐  Sunset  Trail  SBT  11.2  B  16  11.2  B  16  Sunset  Trail  SBR ‐ ‐ ‐ ‐ ‐ ‐  Overall  9.1  A  ‐  9.0  A  ‐  Lyman Blvd  & Powers  Blvd  Signalized  Lyman  Blvd  EBL 33.8 C 91 23.7 C 91  Lyman  Blvd  EBT  42.0  D  214  47.7  D  334  Lyman  Blvd  EBR 3.1 A 20 8.0 A 95  Lyman  Blvd  WBL  24.3  C  33  24.2  C  62  Lyman  Blvd  WBT 39.7 D 158 28.8 C 121  Lyman  Blvd  WBR  ‐  ‐  ‐  ‐  ‐  ‐  Powers  Blvd  NBL 41.0 D #286 41.9 D 125  Powers  Blvd  NBLT  12.8  B  119  20.3  C  198  Powers  Blvd  NBR 0.3 A m1 0.2 A m0  Powers  Blvd  SBL  52.3  D  108  54.4  D  123  Powers  Blvd  SBT 27.3 C 105 30.0 C 251  Powers  Blvd  SBR  7.1  A  69  3.9  A  34  Overall 27.8 C ‐ 27.3 C  Powers Blvd  & Bluff  Creek Blvd  Signalized  Bluff  Creek  Blvd  EBL  46.4  D  66  45.1  D  71  Bluff  Creek  Blvd  EBT 44.2 D 40 42.7 D 44  Bluff  Creek  Blvd  EBR  16.6  B  73  19.2  B  92  SB Off  Ramp  WBL 35.5 D 67 34.9 C 206  SB Off  Ramp  WBT  41.3  D  167  29.3  C  134  AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 26 SB Off  Ramp  WBR 20.4 C 170 5.7 A 64  Powers  Blvd  NBL  19.7  B  m125  31.7  C  m114  Powers  Blvd  NBLT 19.4 B 224 23.1 C 120  Powers  Blvd  NBR  0.0  A  m0  0.1  A  m0  Powers  Blvd  SBL 12.5 B 39 38.0 D m#172  Powers  Blvd  SBT  10.3  B  72  15.9  B  m131  Powers  Blvd  SBR 0.2 A 1 0.2 A m0  Overall  20.7  C  ‐  23.0  C  ‐  A traffic signal warrant analysis was performed for the intersection of Lyman Boulevard and Sunset Trail. The warrant was conducted as per the MN MUTCD. Future thirteen-hour counts were estimated at this location by applying hourly factors to the 2025 Build turning movement counts outlined above. Historic daily count data in hourly increments covering at least 24 hours was provided by Carver County. This data was used to develop hourly count factors comparing eastbound link volumes to the eastbound overall peak hour (PM) and westbound link volumes to the westbound overall peak hour (AM). These factors were then applied to the approach volumes at Sunset Trail to obtain factored future thirteen-hour counts. Those counts were then compared to MN MUTCD Chapter 4 Signal Warrant Analysis criteria for both the near term 2025 with the Residential Only scenario and the 2040 Approved PUD Build Volumes. Right turn volumes from the minor streets were adjusted using the NCHRP 457 recommended methodology, which is in alignment with the 2007 MnDOT ICE memo guidance for low volume right-turns like those at this location in that they both recommend reduction of the full minor street right-turn volume. The results are summarized below, and detailed signal warrant worksheets are contained in Appendix D. Under the current approved development plan a signal warrant would not be met at this location in the near term. By 2040 if 1.5% annual compounded growth is realized a signal may be warranted. In 2025 with site volumes based on only the residential portion of the Approved PUD development quantities:  Warrant 1 – Eight Hour Volume is not met based on the projected vehicular volumes.  Warrant 2 – Four Hour Volume is not met based on the projected vehicular volumes.  Warrant 3 – Peak Hour Volume is intended only for special circumstances where a large volume of traffic discharges onto a roadway in a short period of time, such as a manufacturing plant or industrial complex, and does not apply to this location.  Warrant 4 – Pedestrian Warrant was not analyzed since very limited existing pedestrian activity is present at the site under existing conditions and very few pedestrians are expected to cross Lyman Boulevard in the future. This may warrant future study.  Warrant 5 – School Crossing does not apply to this location as there is not an adjacent school.  Warrant 6 - Coordinated Signal System does not apply to this location as there is no indication that insufficient platooning exists along Lyman Boulevard. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 27  Warrant 7 – Crash Experience is not met. This warrant requires at least five crashes in a consecutive 12- month period, and as discussed earlier there is only one intersection related crash at this location in 2013 and no crashes in more recent years.  Warrant 8 – Roadway network does not apply to this site as this site is not the intersections of two major routes. The only warrants were met in the 2040 Build scenario with the SE Quadrant included:  Warrant 2 – Four Hour Volume is met based on the projected vehicular volumes.  All other warrant results remain the same as the 2023 Approved PUD Plan scenario. Signal “Trigger” Analysis By request of the City of Chanhassen and Carver County, an analysis was performed to identify the number of trips that would trigger an LOS change from LOS D to LOS E, which is less than desirable LOS, for the northbound left movement at the intersection of Lyman Boulevard and Sunset Trail with the existing TWSC intersection control. Using Synchro 11, it was identified that 73% of the total trips for full buildout would trigger an LOS change. Table 10 below compares the number of total trips to the number of trips that would trigger an LOS change and the potential need for a signal. Table 10 - Trigger Point Trip Generation Daily AM Total (In/Out) PM Total (In/Out) Total New Trips 17,829 897 (516/381) 845 (377/468) Trigger Trips 13,015 655 (377/278) 617 (275/342) Ingress and Egress Safety and Sight Distance Two planned access points are located at the existing intersections of Lyman Boulevard at Sunset Trail and Powers Boulevard at the T.H. 212 SB Ramps. Existing conditions at these intersections include flat grades with no visual obstructions that would limit sight distance. The proposed access legs at these intersections will maintain the existing sight distances. The proposed layout also connects the internal layout of the Avienda site to the adjacent Liberty on Bluff Creek residential development via Bluff Creek Boulevard and Mills Drive. No existing safety issues were noted based on the crash data discussed above. As the development builds out and volumes increase, exposure for northbound traffic and westbound inbound lefts at the currently TWSC intersection of Lyman Boulevard and Sunset Trail will increase as those volumes increase with the potential for left turn/right angle crashes. The recommended traffic signal is suited to help mitigate that specific crash type. Turn phasing for the signal should be considered at the time of detailed design with a focus on safety. Internal Circulation Internal circulation on the site will be provided by Bluff Creek Boulevard, Sunset Trail and Avienda Parkway. There are three single lane roundabouts planned on the site, which will facilitate efficient and safe movement of vehicular traffic within the site. The internal circulation plan also includes connection to the adjacent development through Mills Drive and Bluff Creek Boulevard to promote reduced internal trips, walkability, and ample travel choice. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 28 Pedestrian circulation is provided with sidewalks and paths planned adjacent to all the main internal roadways named previously. The internal pedestrian and bicycle connections will provide connection to the existing asphalt sidepath on the north side of Lyman Boulevard and on the west side of Powers Boulevard in the vicinity of the site for easy multimodal access to and from the site. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 29 PROBLEM AREAS CONGESTION Based on the analysis summarized above, the southbound left and through and eastbound through movements at the intersection of Powers Boulevard and Lyman Boulevard are forecast to operate at undesirable LOS E during the PM peak hour under 2040 full buildout conditions. A simple optimization of the signal timing splits was tested at this location to better accommodate the site volumes, and with that change all movements are forecast to operate at LOS D or better. The existing TWSC traffic control at the intersection of Lyman Boulevard and Sunset Trail will not be adequate for the full buildout of the proposed site. A detailed ICE analysis has been prepared for this intersection, which currently recommends a signalized intersection for the ultimate buildout. With a signalized intersection in this location no congestion issues are expected, and all movements are forecast to operate at LOS D or better during both peak hours under full buildout conditions. Similarly, an ICE analysis was previously conducted and approved for the intersection of Powers Boulevard at T.H. 212, which recommended modifications to the existing signal to provide the following configuration:  Eastbound: One dedicated left turn lane, one thru lane and one dedicated right turn lane; protected- permissive left turn phasing  Westbound: Two dedicated left turn lanes, one thru lane and one dedicated right turn lane; protected- only left turn phasing  Northbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane; protected- permissive left turn phasing  Southbound: One dedicated left turn lane, two thru lanes, and one dedicated right turn lane; protected- permissive left turn phasing With the proposed layout the intersection is forecast to operate at LOS D or better during both the AM and PM peak hours in all movements. Generally, no new congestion issues or other undue traffic impacts are expected as result of the Avienda development. CRASH ANALYSIS MNDOT provided a summary of crashes spanning the years 2013-2021 for the intersection of Lyman Boulevard at Sunset Trail, and for the years 2016 to 2021 at the intersection of Powers Boulevard at Bluff Creek/T.H. 212 Ramps for the previously completed ICE analyses at these locations and is included in Appendix B. Focusing on the three most recent years of data, 2019-2021 a single property damage related crash was reported in 2021 near Lyman Boulevard and Sunset Trail where the driver struck a deer, making the incident not related to the intersection. At the intersection of Powers Boulevard at Bluff Creek Boulevard/T.H. 212 Ramps, in terms of crash type, the highest frequency of crashes at this intersection are sideswipes – same direction crashes, comprising nearly 60% of all crashes at this intersection. Sideswipe crashes may occur when turning movements have two (or more) turn lanes. Recommended mitigation measures, as it relates to the construction of Bluff Creek Boulevard, to reduce sideswipe collisions include: AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 30  Add turn path markings for the westbound dual left turn lane movements.  Replace the advanced lane assignment signage for the westbound approach.  Improved signal timing, including operating dual left turn lane movements as protected-only during the day and protected-permissive overnight. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 31 RECOMMENDED IMPROVEMENTS AND MITIGATION MEASURES Based on the problem areas identified above the following mitigation measures are recommended:  Installation of a traffic signal at the intersection of Lyman Boulevard and Sunset Trail at such time that it is warranted, with three northbound lanes to provide future flexibility.  Modification to the intersection of Powers Boulevard at Bluff Creek Boulevard to provide full access to the planned site with lane uses outlined previously.  Signal optimization at Powers Boulevard at Lyman Boulevard as traffic patterns shift in the future. AVIENDA TRAFFIC IMPACT ANALYSIS TOOLE DESIGN | 32 CONCLUSION The three study intersections currently operate at acceptable levels of service D or better. In the 2040 future background condition without the proposed development, all intersections will continue to operate at LOS D or better during both peak hours. The subject site is planned to include a mix of residential and retail development, with an assumed potential for additional retail and office in the southeast quadrant. With the SE quadrant, the potential full buildout of the site was calculated to include up to 897 AM peak hour trips and 845 PM peak hour trips, which have been assigned to the three study intersections in this analysis. The intersection of Lyman Boulevard at Sunset Trail is recommended for construction of a signal at an interim stage when approximately 73% of full buildout trip generation occurs to mitigate the LOS F at the northbound approach. With the proposed signal at full build out, the intersection of Lyman Boulevard at Sunset Trail is forecast to operate at LOS C or better on all movements during both the AM and PM peak hours. The intersection of Powers Boulevard at Bluff Creek Boulevard is planned for modifications that will include signal changes and a new eastbound leg. With the planned signal and lane use modifications at Powers Boulevard and Bluff Creek Boulevard it will operate at LOS D or better in all approaches. With full buildout of the Avienda development and optimization of the traffic signal timings, the intersection of Powers Boulevard at Lyman Boulevard will also operate at LOS D or better during both peak hours. The site plan as shown will provide adequate internal circulation for both drivers and pedestrians, as well as adequate ingress and egress sight distance. No undue impact that will not be mitigated by the planned access improvements has been identified by this study. AVIENDA TRAFFIC IMPACT ANALYSIS APPENDIX A STUDY RELATED CORRESPONDENCE AND PRIOR STUDY REFERENCES NOT TO SCALE N Lyman Blvd Audubon RoadPowers Blvd212 Pioneer Trail EXHIBIT 3 EXISTING CONDITIONS PEAK HOUR TRAFFIC VOLUMES LEGEND Existing Intersection Site Location Undeveloped Area AM (PM) Peak Hour Volumes AADT Volumes XX (XX) X,XXX 208 (599) 139 (273) 11 (5) 263 (80)425 (166)203 (167)243 (532) 52 (219) 104 (340) 329 (259)10 (9)456 (238)108 (63)170 (429) 62 (74) 184 (156) 20 (55) 72 (60)44 (24)406 (169)335 (304) 72 (83) 150 (249) 105 (267)5 (5)5 (5) 693 (383) 5 (5) 5 (5) 322 (594)168 (472)51 (132) 75 (223) 77 (64) 551 (269) 209 (120)3 (10)23 (48) 165 (66) 191 (538)8 (27)44 (130)21 (23)76 (87)50 (22) 8 (12)574 (300)69 (137)48 (21)56 (23) 74 (72) 23 (68) 14 (41) 103 (90)72 (201)103 (295) 91 (109) 128 (304) 75 (262) 67 (69)298 (128)156 (126)321 (117) 106 (75) 262 (212) 84 (146)0 (6)185 (484) 45 (124) 0 (2) 33 (19) 155 (61)24 (50)3 (5)467 (180) 12 (7) 8 (0) 0 (0)155 (216)82 (93) 585 (233) 113 (155) 155 (41) 245 (506)13 (0)20 (6) 7 (2) 633 (217) 68 (222) 39 (10)190 (90)401 (166)42 (7) 8 (2) 203 (455) 149 (373)52 (52)185 (549) 21 (21)581 (211) 52 (52) 21 (21)8,6008,1009,200 9,60038,00010,5002,200 1 2 , 1 0 0 14,600 13,6009,8009,6004,900 46,0009,700 3,200 1,600 NOT TO SCALE N Lyman Blvd Audubon RoadPowers BlvdPioneer Trail212Sunset TrailEXHIBIT 4 FUTURE YEAR (2022) TRIP GENERATION & DISTRIBUTION SUMMARY 3% LEGEND Site Location Undeveloped Area Site Traffic Distribution Total Site Traffic (Inbound/Outbound) X% XX (XX/XX) 5% 10% 10% 10% 2% 30% 15% Option A Option B Daily 14,265 9,446 AM Peak 1,065 (620/445) 680 (420/260) PM Peak 1,330 (575/755) 865 (375/490) Option A Option B Daily 3,676 4,840 AM Peak 455 (345/110) 680 (590/90) PM Peak 455 (125/330) 650 (115/535) Option A Option B Daily 3,065 3,065 AM Peak 405 (355/50) 405 (355/50) PM Peak 425 (50/375) 425 (50/375) 5% 10% 1 Barbara Mosier From:Whitney Schroeder <wschroeder@co.carver.mn.us> Sent:Tuesday, May 23, 2023 2:53 PM To:Barbara Mosier Cc:Angie Stenson; Darin Mielke; Bender, George; Howley, Charles; Henricksen, Erik; Jack Johansen; Steven Sabraski; Jeremy Chrzan; Leon Yacoubian Subject:RE: Lyman Blvd at Sunset Trail ICE Report STAY NOTICING: This email is not from someone at Toole Design Group. Use caution when clicking links or opening  attachments. Make sure you trust the sender and content.  Hi Barbara,    I have added my responses to your email below in red. Please let me know if there is anything else you need from me.    Thanks!    Whitney Schroeder, PE, PTOE | Traffic Engineer  Carver County Public Works  11360 Highway 212, Suite 1, Cologne, MN 55322  O: 952.466.5208 | M: 952.254.6918  Email: wschroeder@co.carver.mn.us  Web: www.co.carver.mn.us    From: Barbara Mosier <bmosier@tooledesign.com>   Sent: Monday, May 22, 2023 4:18 PM  To: Whitney Schroeder <wschroeder@co.carver.mn.us>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Bender, George  <gbender@chanhassenmn.gov>; Howley, Charles <chowley@chanhassenmn.gov>; Henricksen, Erik  <ehenricksen@chanhassenmn.gov>; Jack Johansen <jjohansen@co.carver.mn.us>; Steven Sabraski  <SSabraski@landform.net>; Jeremy Chrzan <jchrzan@tooledesign.com>; Leon Yacoubian  <lyacoubian@tooledesign.com>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report    EXTERNAL EMAIL: Do not click any links or open any attachments unless you trust the sender and know the content is  safe.    Thank you Whitney!    I just wanted to verify our understanding of the requirements of this TIA.  The couple of items you were going to confirm  are highlighted in yellow:     We will be performing a TIA analysis as per the Traffic Impact Analysis Guidelines in Appendix A of the August 3, 2016  Development Review Process document.  Study Area –   1. Lyman Blvd at Sunset Trail   2. Lyman Blvd at Powers Blvd  3. Powers Blvd at Bluff Creek /212 SB Ramps  Study Scenarios ‐   Existing Conditions/No Build – Whitney to confirm whether this is unnecessary  2  Existing Conditions – Yes, necessary   Forecasted No Build – No, not necessary  Future – Whitney to confirm that there are not additional planned changes to the lane use at Lyman  Blvd/Powers Blvd (as in the 2018 memo) that should be assumed in future conditions   No expected changes, please use the same configuration as it is currently.  Build Years remain as in Lyman Blvd/Sunset Trail ICE Analysis  Lyman/Sunset Build Alternatives – to remain the same as in ICE, with the addition of either a RIRO or ¾ Access –  Whitney to confirm which   Only necessary to analyze the ¾ Access with the following movements:  o NB & SB Lefts – restricted  o EB & WB Lefts – allowed  o All Rights ‐ allowed  Base Data, growth methodology, and trip generation may remain the same as in ICE  Criteria for "concerning" "unacceptable" impact ‐ LOS D or better on all approaches  Travel Demand Management Plan – not required for this study.     This TIA will incorporate the control alternatives analysis and “trigger point” analysis from the ICE study, and address the  comments received on the most recent submittal for that study and a separate revised ICE submittal will not be  required.  This TIA will also fulfill the requirement for an updated trip generation memo at Powers/Bluff Creek/212 SB  Ramps. – Whitney to Confirm   ICE Report for Lyman/Sunset: Yes, an updated ICE Report will still be necessary to submit apart from this  TIA. The purpose of this TIA is for the County only, but the ICE report will need State Aid’s approval and  signature.  3  ICE Report for Powers/Bluff Creek/212 SB Ramps: Pending on the findings of the TIA. As long as the  proposed alternative for the intersection doesn’t change significantly from the previously approved ICE  Report’s recommendations, an updated ICE Report is not required.     Looking forward to confirmation on the highlighted items.  Please let me know if there’s anything else above that  doesn’t match your expectations.  Thank you!  Barbara     Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic  Licensed in MD, VA, DC  (she/her)    TOOLE DESIGN  bmosier@tooledesign.com | 301.927.1900 x222     From: Whitney Schroeder <wschroeder@co.carver.mn.us>   Sent: Thursday, May 18, 2023 2:18 PM  To: Barbara Mosier <bmosier@tooledesign.com>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Bender, George  <gbender@chanhassenmn.gov>; Howley, Charles <chowley@chanhassenmn.gov>; Henricksen, Erik  <ehenricksen@chanhassenmn.gov>; Jack Johansen <jjohansen@co.carver.mn.us>; Steven Sabraski  <SSabraski@landform.net>; Jeremy Chrzan <jchrzan@tooledesign.com>; Leon Yacoubian  <lyacoubian@tooledesign.com>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report     STAY NOTICING: This email is not from someone at Toole Design Group. Use caution when clicking links or opening  attachments. Make sure you trust the sender and content.  Hi Barbara,     As requested, here is a link to a previously completed TIA for your reference:   2021‐09‐03 24434 Traffic Impact  Analysis.pdf     Thanks,     Whitney Schroeder, PE, PTOE | Traffic Engineer  Carver County Public Works  11360 Highway 212, Suite 1, Cologne, MN 55322  O: 952.466.5208 | M: 952.254.6918  Email: wschroeder@co.carver.mn.us  Web: www.co.carver.mn.us     From: Barbara Mosier <bmosier@tooledesign.com>   Sent: Tuesday, May 16, 2023 11:13 AM  To: Whitney Schroeder <wschroeder@co.carver.mn.us>; Henricksen, Erik <ehenricksen@chanhassenmn.gov>; Jack  Johansen <jjohansen@co.carver.mn.us>; Steven Sabraski <SSabraski@landform.net>; Jeremy Chrzan  <jchrzan@tooledesign.com>; Leon Yacoubian <lyacoubian@tooledesign.com>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Bender, George  <gbender@chanhassenmn.gov>; Howley, Charles <chowley@chanhassenmn.gov>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report     4 EXTERNAL EMAIL: Do not click any links or open any attachments unless you trust the sender and know the content is  safe.     Hi Whitney –   Can we schedule a meeting to review your comments, and the TIA scope needs?   My schedule is fairly flexible over the  next few days outside of 10‐1:30 CDT tomorrow or 8 AM Thursday.  If you have an example TIA you could provide, that would be helpful so we can make sure we’re formatting everything in  the way that would be easiest for you to review.  As a starting point I’ve reviewed the TIA requirements here  ‐ is that the correct guideline document for this?  Thank you,  Barbara     Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic  Licensed in MD, VA, DC  (she/her)    TOOLE DESIGN  bmosier@tooledesign.com | 301.927.1900 x222     From: Whitney Schroeder <wschroeder@co.carver.mn.us>   Sent: Thursday, May 4, 2023 1:23 PM  To: Barbara Mosier <bmosier@tooledesign.com>; Henricksen, Erik <ehenricksen@chanhassenmn.gov>; Jack Johansen  <jjohansen@co.carver.mn.us>; Steven Sabraski <SSabraski@landform.net>; Jeremy Chrzan <jchrzan@tooledesign.com>;  Leon Yacoubian <lyacoubian@tooledesign.com>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Bender, George  <gbender@chanhassenmn.gov>; Howley, Charles <chowley@chanhassenmn.gov>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report     STAY NOTICING: This email is not from someone at Toole Design Group. Use caution when clicking links or opening  attachments. Make sure you trust the sender and content.  Barbara,     Attached are my comments for the revised ICE report. Please let me know if you have questions or would like to discuss.    Thanks,     Whitney Schroeder, PE PTOE | Traffic Engineer  Carver County Public Works  11360 Highway 212, Suite 1, Cologne, MN 55322  O: 952.466.5208 | M: 952.254.6918  Email: wschroeder@co.carver.mn.us  Web: www.co.carver.mn.us     From: Barbara Mosier <bmosier@tooledesign.com>   Sent: Friday, April 28, 2023 4:27 PM  To: Henricksen, Erik <ehenricksen@chanhassenmn.gov>; Jack Johansen <jjohansen@co.carver.mn.us>; Steven Sabraski  <SSabraski@landform.net>; Jeremy Chrzan <jchrzan@tooledesign.com>; Leon Yacoubian  <lyacoubian@tooledesign.com>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Whitney Schroeder  <wschroeder@co.carver.mn.us>; Bender, George <gbender@chanhassenmn.gov>; Howley, Charles  <chowley@chanhassenmn.gov>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report  5    EXTERNAL EMAIL: Do not click any links or open any attachments unless you trust the sender and know the content is  safe.     All,  Please find at this share link a revised ICE report for Sunset and Lyman, which includes all requested edits, as well as a  comment response memo tracking the comments received and changes made.    The file size has gotten a bit high with the appendix material, please let me know if you have any issues with the share  link.      Revised ICE Report ‐ Deliverable  https://tooledesign.egnyte.com/fl/qE3GsQJUCR  Password:s4aoELjG8DyB     Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic  Licensed in MD, VA, DC  (she/her)    TOOLE DESIGN  bmosier@tooledesign.com | 301.927.1900 x222     From: Henricksen, Erik <ehenricksen@chanhassenmn.gov>   Sent: Monday, April 10, 2023 5:19 PM  To: Barbara Mosier <bmosier@tooledesign.com>; Jack Johansen <jjohansen@co.carver.mn.us>; Steven Sabraski  <SSabraski@landform.net>; Jeremy Chrzan <jchrzan@tooledesign.com>; Leon Yacoubian  <lyacoubian@tooledesign.com>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Whitney Schroeder  <wschroeder@co.carver.mn.us>; Bender, George <gbender@chanhassenmn.gov>; Howley, Charles  <chowley@chanhassenmn.gov>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report     STAY NOTICING: This email is not from someone at Toole Design Group. Use caution when clicking links or opening  attachments. Make sure you trust the sender and content.  Barbara,     See attached.  After you have reviewed the comments the City and County would be open to another virtual meeting to  discuss any of them and coordinate next steps with the developer and the ultimate build‐out.     Thank You,          Erik Henricksen, PE  Project Engineer  CITY OF CHANHASSEN  PH. 952.227.1165  FX. 952.227.1170  www.ChanhassenMN.gov          6 From: Barbara Mosier <bmosier@tooledesign.com>   Sent: Friday, April 7, 2023 9:25 AM  To: Jack Johansen <jjohansen@co.carver.mn.us>; Henricksen, Erik <ehenricksen@chanhassenmn.gov>; Steven Sabraski  <SSabraski@landform.net>; Jeremy Chrzan <jchrzan@tooledesign.com>; Leon Yacoubian  <lyacoubian@tooledesign.com>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Whitney Schroeder  <wschroeder@co.carver.mn.us>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report     Thank you for sending your comments.  Erik – can you confirm whether will Chanhassen also be providing comments?    Thank you,  Barbara     Barbara Mosier PE | Director of Traffic Engineering, Mid-Atlantic  Licensed in MD, VA, DC  (she/her)    TOOLE DESIGN  bmosier@tooledesign.com | 301.927.1900 x222     From: Jack Johansen <jjohansen@co.carver.mn.us>   Sent: Friday, April 7, 2023 10:00 AM  To: Barbara Mosier <bmosier@tooledesign.com>; Henricksen, Erik <ehenricksen@chanhassenmn.gov>; Steven Sabraski  <SSabraski@landform.net>; Jeremy Chrzan <jchrzan@tooledesign.com>; Leon Yacoubian  <lyacoubian@tooledesign.com>  Cc: Angie Stenson <astenson@co.carver.mn.us>; Darin Mielke <dmielke@co.carver.mn.us>; Whitney Schroeder  <wschroeder@co.carver.mn.us>  Subject: RE: Lyman Blvd at Sunset Trail ICE Report     Jack Johansen (jjohansen@co.carver.mn.us) has sent you a protected message.       Read the message    Learn about messages protected by Microsoft Purview Message Encryption.   Privacy Statement   Learn More on email encryption. Microsoft Corporation, One Microsoft Way, Redmond, WA 98052      AVIENDA TRAFFIC IMPACT ANALYSIS APPENDIX B CRASH DATA Year Hour Crash Severity No. Killed No. Vehicles Officer Narrative Lighting Condition Weather Surface Condition 2013 15 Possible Injury Crash 0 2 On 10/24/2013 at 1512 hours, there was a two vehicle personal injury crash near the intersection of CSAH 18 and Sunset Trail in the city of Chanhassen. Unit 1 was traveling eastbound on CSAH 18 and had to brake quickly for the vehicle in front of him. Unit 1 stated he moved into the westbound lane to avoid a crash. Unit 2 was traveling eastbound behind Unit 1. Unit 2 stated she saw the vehicle in front of her stop quickly and she tried to avoid the crash and struck the rear of Unit 1. Unit 1 sustained minor damage to the rear of the vehicle. Unit 2 sustained severe damage to the front. Unit 1 was driven from the scene and reported no injuries. Unit 2 was towed by Shakopee Towing. Driver 2 was checked and cleared by Ridgeview Paramedics. Driver 2 refused transport. No citations were issued for this incident. Daylight Cloudy Dry 2013 7 Property Damage Only Crash 0 1 On 12/04/2013 at 0730 hours there was a single vehicle crash near the intersection of Lyman Blvd. and Sunset Trail in the city of Chanhassen. I noticed a green in color van in the northbound ditch. The vehicle as not occupied and no driver was present. Vehicle is held for resale and I was unable to make contact with the owner of the vehicle. The van entered the ditch and struck a chain link fence causing damage to approximately 4-6 sections of the fence. The vehicle was left at location. The owner of the fence was notified and was given the case number for the incident. Sunrise Snow Snow 2014 19 Property Damage Only Crash 0 1 Unit 1 was Eastbound on Lyman and struck a deer. Vehicle was drivable. No injuries.Dark (Street Lights Off)Rain Wet 2016 14 Property Damage Only Crash 0 1 I observed a vehicle parked on the side of the road with its windshield smashed. I attempted to talk the driver but there was a language barrier. From what I could collect the driver was traveling westbound on Lyman Blvd. when she lost control striking a sign near the intersection of Lyman Blvd and Sunset Blvd. The driver could not say why she lost control of the vehicle. The vehicle sustained moderate damage to the front end and was towed from the scene. Daylight Clear Dry 2021 18 Property Damage Only Crash 0 1 Unit 1 was traveling eastbound on Lyman Blvd near Sunset Trl when a deer struck Unit 1. Unit 1 sustained damage to the rear driver's side door, rear driver's side body panel and rear driver's side tail light.Daylight Clear Dry LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX C SYNCHRO REPORTS LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION T WO-WAY STOP CONTROLLED LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2023 EXISTING CONDITIONS Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 352 0 0 758 5000505 Future Volume (vph) 5 352 0 0 758 5000505 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 5 378 0 0 815 5000505 Shared Lane Traffic (%) Lane Group Flow (vph) 5 378 0 0 815 50000100 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 352 0 0 758 5000505 Future Vol, veh/h 5 352 0 0 758 5000505 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 378 0 0 815 5000505 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 820 0 0 378 0 0 796 1208 189 1014 1203 408 Stage 1 ------388388-815815- Stage 2 ------408820-199388- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 805 - - 1177 - - 278 182 821 193 183 593 Stage 1 ------607607-338389- Stage 2 ------591387-784607- Platoon blocked, % - - - - Mov Cap-1 Maneuver 805 - - 1177 - - 274 181 821 192 182 593 Mov Cap-2 Maneuver ------274181-192182- Stage 1 ------603603-336389- Stage 2 ------586387-779603- Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 17.9 HCM LOS A C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 805 - - 1177 - - 290 HCM Lane V/C Ratio - - - 0.007 -----0.037 HCM Control Delay (s) 0 0 0 9.5 - - 0 - - 17.9 HCM Lane LOS AAAA - -A - -C HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.1 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 79 164 115 22 201 79 444 366 48 68 186 118 Future Volume (vph) 79 164 115 22 201 79 444 366 48 68 186 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.401 0.646 0.950 0.950 Satd. Flow (perm) 747 1863 1583 1203 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 52 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 85 176 124 24 216 85 477 394 52 73 200 127 Shared Lane Traffic (%) Lane Group Flow (vph) 85 176 124 24 301 0 477 394 52 73 200 127 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 24.4 19.1 19.1 18.7 12.5 28.5 49.9 49.9 9.7 28.6 28.6 Actuated g/C Ratio 0.24 0.19 0.19 0.19 0.12 0.28 0.50 0.50 0.10 0.29 0.29 v/c Ratio 0.32 0.49 0.25 0.09 0.64 0.49 0.22 0.06 0.43 0.20 0.22 Control Delay 29.7 40.9 1.3 25.5 40.3 29.9 15.3 1.5 49.6 30.1 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 40.9 1.3 25.5 40.3 29.9 15.3 1.5 49.6 30.1 2.9 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 25.6 39.3 22.1 25.0 Approach LOS CDCC Queue Length 50th (ft) 41 91 0 11 80 138 81 0 45 52 0 Queue Length 95th (ft) 73 167 0 28 118 169 134 m6 86 90 20 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 279 421 535 283 686 978 1766 872 223 1012 577 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.30 0.42 0.23 0.08 0.44 0.49 0.22 0.06 0.33 0.20 0.22 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 26.1 Intersection LOS: C Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 114 0 360 0 499 48 57 266 0 Future Volume (vph) 0 0 0 114 0 360 0 499 48 57 266 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1752 3438 1900 Flt Permitted 0.950 0.452 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1599 834 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 458 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 123 0 387 0 537 52 61 286 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 123 0 387 0 537 52 61 286 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 10.0 8.0 69.1 69.1 79.5 79.5 Actuated g/C Ratio 0.10 0.08 0.69 0.69 0.80 0.80 v/c Ratio 0.36 0.71 0.22 0.04 0.08 0.10 Control Delay 44.7 9.6 6.1 0.1 1.1 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Synchro 11 Report 2023 Existing - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 44.7 9.6 6.1 0.1 1.1 0.9 LOS D A AAAA Approach Delay 18.1 5.6 0.9 Approach LOS B A A Queue Length 50th (ft) 38 0 68 1 2 5 Queue Length 95th (ft) 64 39 61 m0 6 10 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 225 555 Base Capacity (vph) 378 810 2421 1170 727 2733 Starvation Cap Reductn 0 0 0000 Spillback Cap Reductn 0 0 0000 Storage Cap Reductn 0 0 0000 Reduced v/c Ratio 0.33 0.48 0.22 0.04 0.08 0.10 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 8.9 Intersection LOS: A Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 650 0 0 419 5000505 Future Volume (vph) 5 650 0 0 419 5000505 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 5 699 0 0 451 5000505 Shared Lane Traffic (%) Lane Group Flow (vph) 5 699 0 0 451 50000100 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 28.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 650 0 0 419 5000505 Future Vol, veh/h 5 650 0 0 419 5000505 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 699 0 0 451 5000505 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 456 0 0 699 0 0 935 1165 350 811 1160 226 Stage 1 ------709709-451451- Stage 2 ------226456-360709- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1101 - - 893 - - 220 193 646 271 194 777 Stage 1 ------391435-557569- Stage 2 ------756567-631435- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1101 - - 893 - - 218 192 646 270 193 777 Mov Cap-2 Maneuver ------218192-270193- Stage 1 ------389433-554569- Stage 2 ------751567-628433- Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 14.2 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 1101 - - 893 - - 401 HCM Lane V/C Ratio - - - 0.005 -----0.027 HCM Control Delay (s) 0 0 0 8.3 - - 0 - - 14.2 HCM Lane LOS AAAA - -A - -B HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.1 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 91 272 292 60 171 66 185 332 26 81 469 91 Future Volume (vph) 91 272 292 60 171 66 185 332 26 81 469 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.553 0.337 0.950 0.950 Satd. Flow (perm) 1030 1863 1583 628 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 314 50 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 98 292 314 65 184 71 199 357 28 87 504 98 Shared Lane Traffic (%) Lane Group Flow (vph) 98 292 314 65 255 0 199 357 28 87 504 98 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 27.3 18.9 18.9 24.7 17.6 28.5 44.6 44.6 10.0 23.6 23.6 Actuated g/C Ratio 0.27 0.19 0.19 0.25 0.18 0.28 0.45 0.45 0.10 0.24 0.24 v/c Ratio 0.29 0.83 0.57 0.28 0.40 0.20 0.23 0.04 0.49 0.60 0.19 Control Delay 25.8 59.1 8.4 25.9 30.7 24.1 16.8 0.6 51.7 39.5 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 59.1 8.4 25.9 30.7 24.1 16.8 0.6 51.7 39.5 0.8 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS C E A C C C B A D D A Approach Delay 31.8 29.8 18.5 35.5 Approach LOS C C B D Queue Length 50th (ft) 43 176 0 28 59 52 82 1 53 160 0 Queue Length 95th (ft) 79 #293 70 57 97 76 121 0 100 221 1 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 358 391 580 243 686 978 1577 796 221 835 507 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.27 0.75 0.54 0.27 0.37 0.20 0.23 0.04 0.39 0.60 0.19 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 29.3 Intersection LOS: C Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 372 0 283 0 260 10 239 582 0 Future Volume (vph) 0 0 0 372 0 283 0 260 10 239 582 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1752 3438 1900 Flt Permitted 0.950 0.580 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1070 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 601 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 400 0 304 0 280 11 257 626 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 400 0 304 0 280 11 257 626 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 20.2 18.2 56.3 56.3 69.3 69.3 Actuated g/C Ratio 0.20 0.18 0.56 0.56 0.69 0.69 v/c Ratio 0.58 0.40 0.14 0.01 0.33 0.26 Control Delay 39.9 1.5 10.0 0.0 2.8 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Synchro 11 Report 2023 Existing - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 39.9 1.5 10.0 0.0 2.8 1.8 LOS D A AAAA Approach Delay 23.3 9.6 2.1 Approach LOS C A A Queue Length 50th (ft) 120 0 43 0 16 21 Queue Length 95th (ft) 167 0 66 m0 17 18 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 225 555 Base Capacity (vph) 694 905 1971 992 788 2381 Starvation Cap Reductn 0 0 0000 Spillback Cap Reductn 0 0 0000 Storage Cap Reductn 0 0 0000 Reduced v/c Ratio 0.58 0.34 0.14 0.01 0.33 0.26 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 NO BUILD Lanes, Volumes, Timings 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 7 453 0 0 976 0000707 Future Volume (vph) 7 453 0 0 976 0000707 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1863 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1863 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 8 487 0 0 1049 0000808 Shared Lane Traffic (%) Lane Group Flow (vph) 8 487 0 0 1049 00000160 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 2 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 453 0 0 976 0000707 Future Vol, veh/h 7 453 0 0 976 0000707 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 487 0 0 1049 0000808 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1049 0 0 487 0 0 1028 1552 244 1309 1552 525 Stage 1 ------503503-1049 1049 - Stage 2 ------5251049 - 260 503 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 659 - - 1072 - - 188 112 757 117 112 497 Stage 1 ------519540-243303- Stage 2 ------504303-722540- Platoon blocked, % - - - - Mov Cap-1 Maneuver 659 - - 1072 - - 183 111 757 116 111 497 Mov Cap-2 Maneuver ------183111-116111- Stage 1 ------513534-240303- Stage 2 ------496303-713534- Approach EB WB NB SB HCM Control Delay, s 0.2 0 0 25.8 HCM LOS A D Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 659 - - 1072 - - 188 HCM Lane V/C Ratio - - - 0.011 -----0.08 HCM Control Delay (s) 0 0 0 10.5 - - 0 - - 25.8 HCM Lane LOS AAAB - -A - -D HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.3 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 231 162 28 259 101 572 472 62 87 239 152 Future Volume (vph) 111 231 162 28 259 101 572 472 62 87 239 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.320 0.584 0.950 0.950 Satd. Flow (perm) 596 1863 1583 1088 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 51 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 119 248 174 30 278 109 615 508 67 94 257 163 Shared Lane Traffic (%) Lane Group Flow (vph) 119 248 174 30 387 0 615 508 67 94 257 163 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.1 21.9 21.9 22.3 14.9 28.5 44.2 44.2 10.3 23.4 23.4 Actuated g/C Ratio 0.29 0.22 0.22 0.22 0.15 0.28 0.44 0.44 0.10 0.23 0.23 v/c Ratio 0.43 0.61 0.33 0.11 0.70 0.63 0.33 0.08 0.52 0.31 0.32 Control Delay 29.7 42.8 3.4 23.8 41.9 31.9 17.8 1.6 52.4 34.1 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 42.8 3.4 23.8 41.9 31.9 17.8 1.6 52.4 34.1 6.5 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 27.3 40.6 24.2 28.7 Approach LOS CDCC Queue Length 50th (ft) 56 150 0 13 108 189 122 1 58 72 0 Queue Length 95th (ft) 94 228 23 32 151 250 180 m12 107 115 47 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 285 419 534 311 685 978 1562 790 221 828 505 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.42 0.59 0.33 0.10 0.56 0.63 0.33 0.08 0.43 0.31 0.32 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 28.3 Intersection LOS: C Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 146 0 463 0 642 0 73 342 0 Future Volume (vph) 0 0 0 146 0 463 0 642 0 73 342 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1881 1752 3438 1900 Flt Permitted 0.950 0.369 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1881 681 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 425 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 157 0 498 0 690 0 78 368 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 157 0 498 0 690 0 78 368 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 15.5 13.5 63.6 74.0 74.0 Actuated g/C Ratio 0.16 0.14 0.64 0.74 0.74 v/c Ratio 0.30 0.87 0.31 0.13 0.14 Control Delay 36.8 23.7 10.1 2.5 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 36.8 23.7 10.1 2.5 1.6 LOS D C B A A Approach Delay 26.8 10.1 1.8 Approach LOS C B A Queue Length 50th (ft) 47 45 100 3 8 Queue Length 95th (ft) 63 151 174 11 20 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 555 Base Capacity (vph) 553 788 2228 578 2543 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.28 0.63 0.31 0.13 0.14 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 14.2 Intersection LOS: B Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB Lanes, Volumes, Timings 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 7 837 0 0 539 7000707 Future Volume (vph) 7 837 0 0 539 7000707 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 3539 1863 1863 3539 1583 1863 1863 1863 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 8 900 0 0 580 8000808 Shared Lane Traffic (%) Lane Group Flow (vph) 8 900 0 0 580 80000160 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 2: Sunset Trail & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 837 0 0 539 7000707 Future Vol, veh/h 7 837 0 0 539 7000707 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 900 0 0 580 8000808 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 588 0 0 900 0 0 1206 1504 450 1046 1496 290 Stage 1 ------916916-580580- Stage 2 ------290588-466916- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 983 - - 751 - - 139 120 556 183 122 707 Stage 1 ------293349-467498- Stage 2 ------694494-546349- Platoon blocked, % - - - - Mov Cap-1 Maneuver 983 - - 751 - - 137 119 556 182 121 707 Mov Cap-2 Maneuver ------137119-182121- Stage 1 ------291346-463498- Stage 2 ------687494-542346- Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 18.1 HCM LOS A C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - - - 983 - - 751 - - 289 HCM Lane V/C Ratio - - - 0.008 -----0.052 HCM Control Delay (s) 0 0 0 8.7 - - 0 - - 18.1 HCM Lane LOS AAAA - -A - -C HCM 95th %tile Q(veh) - - - 0 - - 0 - - 0.2 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 117 351 376 77 220 85 238 428 34 104 604 89 Future Volume (vph) 117 351 376 77 220 85 238 428 34 104 604 89 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.442 0.218 0.950 0.950 Satd. Flow (perm) 823 1863 1583 406 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 404 49 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 126 377 404 83 237 91 256 460 37 112 649 96 Shared Lane Traffic (%) Lane Group Flow (vph) 126 377 404 83 328 0 256 460 37 112 649 96 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 30.1 21.4 21.4 25.9 17.6 28.5 38.7 38.7 10.7 20.9 20.9 Actuated g/C Ratio 0.30 0.21 0.21 0.26 0.18 0.28 0.39 0.39 0.11 0.21 0.21 v/c Ratio 0.38 0.95 0.62 0.42 0.52 0.26 0.34 0.05 0.59 0.88 0.20 Control Delay 26.8 74.0 8.1 29.3 34.2 23.2 18.2 1.0 55.2 54.2 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.8 74.0 8.1 29.3 34.2 23.2 18.2 1.0 55.2 54.2 1.0 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 No Build - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACC CBAEDA Approach Delay 38.1 33.2 19.0 48.3 Approach LOS D C B D Queue Length 50th (ft) 55 240 0 35 83 68 111 1 68 219 0 Queue Length 95th (ft) 98 #422 81 70 127 95 154 m2 123 #338 0 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 340 398 656 210 695 978 1369 713 221 740 469 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.37 0.95 0.62 0.40 0.47 0.26 0.34 0.05 0.51 0.88 0.20 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 35.5 Intersection LOS: D Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 479 0 365 0 335 13 308 749 0 Future Volume (vph) 0 0 0 479 0 365 0 335 13 308 749 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1863 1863 1863 3433 1900 1509 1900 3505 1599 1752 3438 1900 Flt Permitted 0.950 0.537 Satd. Flow (perm) 1863 1863 1863 3433 1900 1509 1900 3505 1599 991 3438 1900 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 538 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 0 0 0 515 0 392 0 360 14 331 805 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 515 0 392 0 360 14 331 805 0 Turn Type pm+pt Perm Prot Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 27.7 25.7 48.8 48.8 61.8 61.8 Actuated g/C Ratio 0.28 0.26 0.49 0.49 0.62 0.62 v/c Ratio 0.54 0.50 0.21 0.02 0.50 0.38 Control Delay 34.4 2.3 13.6 0.0 6.7 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: Synchro 11 Report 2040 No Build - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 34.4 2.3 13.6 0.0 6.7 2.9 LOS C A BAAA Approach Delay 20.6 13.1 4.0 Approach LOS C B A Queue Length 50th (ft) 150 0 62 0 26 33 Queue Length 95th (ft) 206 0 87 m0 m34 m27 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 300 300 225 555 Base Capacity (vph) 951 868 1709 889 665 2123 Starvation Cap Reductn 0 0 0000 Spillback Cap Reductn 0 0 0000 Storage Cap Reductn 0 0 0000 Reduced v/c Ratio 0.54 0.45 0.21 0.02 0.50 0.38 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.54 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2025 BUILD – RESIDENTIAL ONLY Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 6 363 12 7 781 6 36 0 21 6 0 6 Future Volume (vph) 6 363 12 7 781 6 36 0 21 6 0 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 6 390 13 8 840 6 39 0 23 6 0 6 Shared Lane Traffic (%) Lane Group Flow (vph) 6 390 13 8 840 6 39 0 23 0 12 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 363 12 7 781 6 36 0 21 6 0 6 Future Vol, veh/h 6 363 12 7 781 6 36 0 21 6 0 6 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 390 13 8 840 6 39 0 23 6 0 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 846 0 0 403 0 0 838 1264 195 1063 1271 420 Stage 1 ------402402-856856- Stage 2 ------436862-207415- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 787 - - 1152 - - 259 168 814 177 167 582 Stage 1 ------596599-319373- Stage 2 ------569370-776591- Platoon blocked, % - - - - Mov Cap-1 Maneuver 787 - - 1152 - - 253 165 814 170 164 582 Mov Cap-2 Maneuver ------253165-170164- Stage 1 ------591594-316370- Stage 2 ------559367-749586- Approach EB WB NB SB HCM Control Delay, s 0.2 0.1 17.3 19.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 253 - 814 787 - - 1152 - - 263 HCM Lane V/C Ratio 0.153 - 0.028 0.008 - - 0.007 - - 0.049 HCM Control Delay (s) 21.8 0 9.5 9.6 - - 8.1 - - 19.4 HCM Lane LOS C A A A - - A - - C HCM 95th %tile Q(veh) 0.5 - 0.1 0 - - 0 - - 0.2 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 169 118 23 211 81 457 398 50 70 199 126 Future Volume (vph) 81 169 118 23 211 81 457 398 50 70 199 126 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.958 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3391 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.390 0.643 0.950 0.950 Satd. Flow (perm) 726 1863 1583 1198 3391 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 50 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 87 182 127 25 227 87 491 428 54 75 214 135 Shared Lane Traffic (%) Lane Group Flow (vph) 87 182 127 25 314 0 491 428 54 75 214 135 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 24.8 19.6 19.6 19.1 12.9 28.5 49.4 49.4 9.8 28.1 28.1 Actuated g/C Ratio 0.25 0.20 0.20 0.19 0.13 0.28 0.49 0.49 0.10 0.28 0.28 v/c Ratio 0.33 0.50 0.26 0.10 0.65 0.50 0.25 0.06 0.44 0.22 0.24 Control Delay 29.5 40.6 1.3 25.2 40.9 27.5 13.2 1.2 49.7 30.6 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 40.6 1.3 25.2 40.9 27.5 13.2 1.2 49.7 30.6 3.4 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 25.5 39.8 19.7 25.3 Approach LOS C D B C Queue Length 50th (ft) 42 94 0 12 85 143 93 1 46 57 0 Queue Length 95th (ft) 74 172 0 29 124 177 151 m10 88 95 27 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 279 425 537 287 684 978 1746 864 223 995 571 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.31 0.43 0.24 0.09 0.46 0.50 0.25 0.06 0.34 0.22 0.24 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 25.1 Intersection LOS: C Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 11 105 117 22 371 18 514 11 59 274 7 Future Volume (vph) 21 11 105 117 22 371 18 514 11 59 274 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.909 0.950 0.499 0.445 Satd. Flow (perm) 1693 1863 1583 3433 1900 1509 948 3505 1599 821 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 399 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 23 12 113 126 24 399 19 553 12 63 295 8 Shared Lane Traffic (%) Lane Group Flow (vph) 23 12 113 126 24 399 19 553 12 63 295 8 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 8.0 7.0 7.0 10.3 16.4 16.4 56.3 56.3 56.3 61.4 61.4 61.4 Actuated g/C Ratio 0.08 0.07 0.07 0.10 0.16 0.16 0.56 0.56 0.56 0.61 0.61 0.61 v/c Ratio 0.16 0.09 0.34 0.36 0.08 0.69 0.03 0.28 0.01 0.11 0.14 0.01 Control Delay 45.9 45.3 2.8 43.3 37.0 10.9 12.1 12.7 0.0 4.6 3.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Residential Only Synchro 11 Report 2025 Build - AM - Residential Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 45.9 45.3 2.8 43.3 37.0 10.9 12.1 12.7 0.0 4.6 3.7 0.0 LOS DDADDBBBAAAA Approach Delay 13.0 19.5 12.5 3.8 Approach LOS BBBA Queue Length 50th (ft) 14 7 0 39 13 0 5 95 0 4 10 0 Queue Length 95th (ft) 39 25 0 61 36 87 m15 143 m0 20 34 0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 140 568 646 412 636 770 619 1971 992 569 2112 1074 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.16 0.02 0.17 0.31 0.04 0.52 0.03 0.28 0.01 0.11 0.14 0.01 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 6 669 30 18 431 6 20 0 12 6 0 6 Future Volume (vph) 6 669 30 18 431 6 20 0 12 6 0 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 6 719 32 19 463 6 22 0 13 6 0 6 Shared Lane Traffic (%) Lane Group Flow (vph) 6 719 32 19 463 6 22 0 13 0 12 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 669 30 18 431 6 20 0 12 6 0 6 Future Vol, veh/h 6 669 30 18 431 6 20 0 12 6 0 6 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 719 32 19 463 6 22 0 13 6 0 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 469 0 0 751 0 0 1001 1238 360 873 1264 232 Stage 1 ------731731-501501- Stage 2 ------270507-372763- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1089 - - 854 - - 197 174 637 244 168 770 Stage 1 ------379425-521541- Stage 2 ------713538-621411- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1089 - - 854 - - 191 169 637 234 163 770 Mov Cap-2 Maneuver ------191169-234163- Stage 1 ------377422-518529- Stage 2 ------691526-605409- Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 20.4 15.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 191 - 637 1089 - - 854 - - 359 HCM Lane V/C Ratio 0.113 - 0.02 0.006 - - 0.023 - - 0.036 HCM Control Delay (s) 26.2 0 10.8 8.3 - - 9.3 - - 15.4 HCM Lane LOS D A B A - - A - - C HCM 95th %tile Q(veh) 0.4 - 0.1 0 - - 0.1 - - 0.1 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 280 301 62 185 68 190 354 27 83 501 80 Future Volume (vph) 93 280 301 62 185 68 190 354 27 83 501 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.960 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3398 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.542 0.323 0.950 0.950 Satd. Flow (perm) 1010 1863 1583 602 3398 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 324 46 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 100 301 324 67 199 73 204 381 29 89 539 86 Shared Lane Traffic (%) Lane Group Flow (vph) 100 301 324 67 272 0 204 381 29 89 539 86 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 27.6 19.2 19.2 25.1 18.0 28.5 44.1 44.1 10.1 23.2 23.2 Actuated g/C Ratio 0.28 0.19 0.19 0.25 0.18 0.28 0.44 0.44 0.10 0.23 0.23 v/c Ratio 0.29 0.84 0.57 0.29 0.42 0.21 0.24 0.04 0.50 0.66 0.17 Control Delay 25.8 59.8 8.3 26.1 31.9 23.2 16.1 0.7 51.8 41.1 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 59.8 8.3 26.1 31.9 23.2 16.1 0.7 51.8 41.1 0.7 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS C E A C C C B A D D A Approach Delay 32.1 30.7 17.8 37.6 Approach LOS C C B D Queue Length 50th (ft) 43 181 0 28 65 54 90 1 55 175 0 Queue Length 95th (ft) 81 #306 72 58 106 84 140 m2 102 #255 0 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 358 392 589 241 689 978 1561 790 221 822 502 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.28 0.77 0.55 0.28 0.39 0.21 0.24 0.04 0.40 0.66 0.17 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 6 59 383 54 292 45 268 10 247 599 18 Future Volume (vph) 12 6 59 383 54 292 45 268 10 247 599 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.930 0.950 0.256 0.575 Satd. Flow (perm) 1732 1863 1583 3433 1900 1509 486 3505 1599 1061 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 314 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 13 6 63 412 58 314 48 288 11 266 644 19 Shared Lane Traffic (%) Lane Group Flow (vph) 13 6 63 412 58 314 48 288 11 266 644 19 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 7.5 7.0 7.0 21.0 26.8 26.8 45.5 45.5 45.5 50.2 50.2 50.2 Actuated g/C Ratio 0.08 0.07 0.07 0.21 0.27 0.27 0.46 0.46 0.46 0.50 0.50 0.50 v/c Ratio 0.10 0.05 0.19 0.57 0.11 0.50 0.15 0.18 0.01 0.46 0.37 0.02 Control Delay 44.5 44.3 1.3 39.2 28.8 6.7 16.8 16.4 0.0 8.4 5.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Residential Only Synchro 11 Report 2025 Build - PM - Residential Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 44.5 44.3 1.3 39.2 28.8 6.7 16.8 16.4 0.0 8.4 5.9 0.1 LOS DDADCABBAAAA Approach Delay 11.3 25.4 15.9 6.5 Approach LOS B C B A Queue Length 50th (ft) 8 4 0 123 26 0 17 54 0 44 57 0 Queue Length 95th (ft) 27 17 0 171 65 72 m31 78 m0 67 75 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 136 568 646 722 636 714 352 1593 843 580 1724 916 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.10 0.01 0.10 0.57 0.09 0.44 0.14 0.18 0.01 0.46 0.37 0.02 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 15.1 Intersection LOS: B Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH OUT SE QUADRANT Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Future Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 488 82 48 1049 9 94 0 55 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 488 82 48 1049 9 94 0 55 0 18 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 2 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 454 76 45 976 8 87 0 51 8 0 8 Future Vol, veh/h 8 454 76 45 976 8 87 0 51 8 0 8 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 488 82 48 1049 9 94 0 55 9 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1058 0 0 570 0 0 1127 1660 244 1407 1733 525 Stage 1 ------506506-1145 1145 - Stage 2 ------6211154 - 262 588 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 654 - - 999 - - 159 96 757 99 87 497 Stage 1 ------517538-212272- Stage 2 ------442270-720494- Platoon blocked, % - - - - Mov Cap-1 Maneuver 654 - - 999 - - 149 90 757 88 82 497 Mov Cap-2 Maneuver ------14990-8882- Stage 1 ------510530-209259- Stage 2 ------413257-659487- Approach EB WB NB SB HCM Control Delay, s 0.2 0.4 43.5 32.1 HCM LOS E D Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 149 - 757 654 - - 999 - - 150 HCM Lane V/C Ratio 0.628 - 0.072 0.013 - - 0.048 - - 0.115 HCM Control Delay (s) 63.1 0 10.1 10.6 - - 8.8 - - 32.1 HCM Lane LOS F A B B - - A - - D HCM 95th %tile Q(veh) 3.4 - 0.2 0 - - 0.2 - - 0.4 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Future Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.960 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3398 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.300 0.579 0.950 0.950 Satd. Flow (perm) 559 1863 1583 1079 3398 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 45 164 188 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 137 255 159 31 302 109 614 562 68 95 284 188 Shared Lane Traffic (%) Lane Group Flow (vph) 137 255 159 31 411 0 614 562 68 95 284 188 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.9 22.7 22.7 22.8 15.4 28.5 43.3 43.3 10.3 22.6 22.6 Actuated g/C Ratio 0.30 0.23 0.23 0.23 0.15 0.28 0.43 0.43 0.10 0.23 0.23 v/c Ratio 0.50 0.60 0.30 0.11 0.73 0.63 0.37 0.09 0.52 0.36 0.37 Control Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADDA Approach Delay 27.9 42.2 20.6 28.9 Approach LOS CDCC Queue Length 50th (ft) 64 153 0 14 118 191 143 2 58 81 0 Queue Length 95th (ft) 107 235 13 33 164 252 129 m0 108 126 58 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 282 429 541 315 682 978 1531 778 221 799 503 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.49 0.59 0.29 0.10 0.60 0.63 0.37 0.09 0.43 0.36 0.37 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 27.1 Intersection LOS: C Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Future Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.436 0.389 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 828 3505 1599 718 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 275 387 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Shared Lane Traffic (%) Lane Group Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 9.3 8.3 8.3 15.7 18.8 18.8 49.5 49.5 49.5 44.5 44.5 44.5 Actuated g/C Ratio 0.09 0.08 0.08 0.16 0.19 0.19 0.50 0.50 0.50 0.44 0.44 0.44 v/c Ratio 0.32 0.18 0.72 0.29 0.40 0.84 0.24 0.40 0.02 0.20 0.24 0.06 Control Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 LOS DDBDDCBBABAA Approach Delay 23.3 27.7 18.4 7.7 Approach LOS C C B A Queue Length 50th (ft) 34 17 0 46 86 68 41 132 0 13 31 0 Queue Length 95th (ft) 68 42 74 67 118 172 m88 222 m0 34 61 0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 174 568 673 569 636 762 514 1736 899 391 1528 836 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.05 0.41 0.28 0.23 0.65 0.23 0.40 0.02 0.20 0.24 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Future Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.950 0.950 0.950 0.976 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 899 71 42 580 9 56 0 33 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 899 71 42 580 9 56 0 33 0 18 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 836 66 39 539 8 52 0 31 8 0 8 Future Vol, veh/h 8 836 66 39 539 8 52 0 31 8 0 8 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 0 - 0 0 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 899 71 42 580 9 56 0 33 9 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 589 0 0 970 0 0 1291 1590 450 1132 1652 290 Stage 1 ------917917-664664- Stage 2 ------374673-468988- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 982 - - 706 - - 121 107 556 158 98 707 Stage 1 ------293349-416456- Stage 2 ------619452-545323- Platoon blocked, % - - - - Mov Cap-1 Maneuver 982 - - 706 - - 113 100 556 141 91 707 Mov Cap-2 Maneuver ------113100-14191- Stage 1 ------290346-412429- Stage 2 ------575425-508320- Approach EB WB NB SB HCM Control Delay, s 0.1 0.7 45 21.5 HCM LOS E C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 113 - 556 982 - - 706 - - 235 HCM Lane V/C Ratio 0.495 - 0.06 0.009 - - 0.059 - - 0.073 HCM Control Delay (s) 64.7 0 11.9 8.7 - - 10.4 - - 21.5 HCM Lane LOS F A B A - - B - - C HCM 95th %tile Q(veh) 2.2 - 0.2 0 - - 0.2 - - 0.2 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Future Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.419 0.207 0.950 0.950 Satd. Flow (perm) 780 1863 1583 386 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 404 43 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 142 392 404 84 258 91 256 492 37 112 637 116 Shared Lane Traffic (%) Lane Group Flow (vph) 142 392 404 84 349 0 256 492 37 112 637 116 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 31.1 22.2 22.2 26.4 18.1 28.5 37.9 37.9 10.7 20.1 20.1 Actuated g/C Ratio 0.31 0.22 0.22 0.26 0.18 0.28 0.38 0.38 0.11 0.20 0.20 v/c Ratio 0.43 0.95 0.61 0.43 0.54 0.26 0.37 0.05 0.59 0.89 0.25 Control Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACD CBAEEA Approach Delay 38.4 34.3 18.4 49.1 Approach LOS D C B D Queue Length 50th (ft) 63 ~252 0 36 92 70 128 1 68 214 0 Queue Length 95th (ft) 110 #443 81 70 138 102 178 m3 123 #330 13 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 337 412 665 208 688 978 1341 702 221 712 458 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.42 0.95 0.61 0.40 0.51 0.26 0.37 0.05 0.51 0.89 0.25 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Future Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.153 0.537 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 291 3505 1599 991 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 392 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Shared Lane Traffic (%) Lane Group Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 8.0 7.0 7.0 26.9 30.8 30.8 37.1 37.1 37.1 37.3 37.3 37.3 Actuated g/C Ratio 0.08 0.07 0.07 0.27 0.31 0.31 0.37 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.22 0.12 0.50 0.56 0.22 0.53 0.42 0.28 0.02 0.79 0.63 0.06 Control Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 LOS DDADCACCACBA Approach Delay 16.0 23.5 21.3 14.2 Approach LOS B C C B Queue Length 50th (ft) 20 10 0 150 65 0 40 81 0 71 92 0 Queue Length 95th (ft) 51 31 17 206 118 78 m69 107 m0 m#113 m122 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 149 568 646 924 697 802 266 1299 726 422 1282 735 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.22 0.03 0.26 0.56 0.18 0.49 0.39 0.28 0.02 0.79 0.63 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION SIGNAL – OPTION 1 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH OUT SE QUADRANT Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Future Volume (vph) 8 454 76 45 976 8 87 0 51 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.223 0.465 0.746 0.926 Satd. Flow (perm) 415 3539 1583 866 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 82 18 400 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 488 82 48 1049 9 94 0 55 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 488 82 48 1049 9 94 0 55 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.03 0.22 0.08 0.09 0.47 0.01 0.25 0.08 0.04 Control Delay 6.9 7.5 1.8 7.2 9.7 1.6 27.8 0.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.9 7.5 1.8 7.2 9.7 1.6 27.8 0.2 11.2 LOS AAAAAAC A B Approach Delay 6.7 9.6 17.6 11.2 Approach LOS AABB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 56 0 10 150 0 42 0 0 Queue Length 95th (ft) 8 79 15 24 194 3 83 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 260 2221 1024 543 2221 1000 378 722 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.03 0.22 0.08 0.09 0.47 0.01 0.25 0.08 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 9.3 Intersection LOS: A Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Future Volume (vph) 127 237 148 29 281 101 571 523 63 88 264 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.960 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3398 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.300 0.579 0.950 0.950 Satd. Flow (perm) 559 1863 1583 1079 3398 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 45 164 188 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 137 255 159 31 302 109 614 562 68 95 284 188 Shared Lane Traffic (%) Lane Group Flow (vph) 137 255 159 31 411 0 614 562 68 95 284 188 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.9 22.7 22.7 22.8 15.4 28.5 43.3 43.3 10.3 22.6 22.6 Actuated g/C Ratio 0.30 0.23 0.23 0.23 0.15 0.28 0.43 0.43 0.10 0.23 0.23 v/c Ratio 0.50 0.60 0.30 0.11 0.73 0.63 0.37 0.09 0.52 0.36 0.37 Control Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.1 42.1 2.5 23.6 43.6 28.1 14.9 0.4 52.4 35.2 7.7 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADDA Approach Delay 27.9 42.2 20.6 28.9 Approach LOS CDCC Queue Length 50th (ft) 64 153 0 14 118 191 143 2 58 81 0 Queue Length 95th (ft) 107 235 13 33 164 252 129 m0 108 126 58 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 282 429 541 315 682 978 1531 778 221 799 503 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.49 0.59 0.29 0.10 0.60 0.63 0.37 0.09 0.43 0.36 0.37 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 27.1 Intersection LOS: C Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Future Volume (vph) 51 26 256 146 134 464 112 643 14 74 343 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.436 0.389 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 828 3505 1599 718 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 275 387 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Shared Lane Traffic (%) Lane Group Flow (vph) 55 28 275 157 144 499 120 691 15 80 369 48 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 9.3 8.3 8.3 15.7 18.8 18.8 49.5 49.5 49.5 44.5 44.5 44.5 Actuated g/C Ratio 0.09 0.08 0.08 0.16 0.19 0.19 0.50 0.50 0.50 0.44 0.44 0.44 v/c Ratio 0.32 0.18 0.72 0.29 0.40 0.84 0.24 0.40 0.02 0.20 0.24 0.06 Control Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM Without SE Quadrant Synchro 11 Report 2040 Build - AM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.5 44.2 16.5 36.6 37.8 21.9 18.4 18.8 0.0 10.1 8.1 0.1 LOS DDBDDCBBABAA Approach Delay 23.3 27.7 18.4 7.7 Approach LOS C C B A Queue Length 50th (ft) 34 17 0 46 86 68 41 132 0 13 31 0 Queue Length 95th (ft) 68 42 74 67 118 172 m88 222 m0 34 61 0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 174 568 673 569 636 762 514 1736 899 391 1528 836 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.05 0.41 0.28 0.23 0.65 0.23 0.40 0.02 0.20 0.24 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Future Volume (vph) 8 836 66 39 539 8 52 0 31 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.416 0.275 0.746 0.926 Satd. Flow (perm) 775 3539 1583 512 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 71 18 166 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 899 71 42 580 9 56 0 33 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 899 71 42 580 9 56 0 33 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.02 0.40 0.07 0.13 0.26 0.01 0.15 0.06 0.04 Control Delay 6.5 9.0 1.9 8.1 7.8 1.6 26.2 0.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 9.0 1.9 8.1 7.8 1.6 26.2 0.2 11.2 LOS AAAAAAC A B Approach Delay 8.5 7.8 16.6 11.2 Approach LOS AABB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 121 0 9 70 0 24 0 0 Queue Length 95th (ft) 7 158 14 23 95 3 55 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 486 2221 1020 321 2221 1000 378 551 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.02 0.40 0.07 0.13 0.26 0.01 0.15 0.06 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Future Volume (vph) 132 365 376 78 240 85 238 458 34 104 592 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.419 0.207 0.950 0.950 Satd. Flow (perm) 780 1863 1583 386 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 404 43 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 142 392 404 84 258 91 256 492 37 112 637 116 Shared Lane Traffic (%) Lane Group Flow (vph) 142 392 404 84 349 0 256 492 37 112 637 116 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 31.1 22.2 22.2 26.4 18.1 28.5 37.9 37.9 10.7 20.1 20.1 Actuated g/C Ratio 0.31 0.22 0.22 0.26 0.18 0.28 0.38 0.38 0.11 0.20 0.20 v/c Ratio 0.43 0.95 0.61 0.43 0.54 0.26 0.37 0.05 0.59 0.89 0.25 Control Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 73.8 7.9 29.5 35.4 22.2 17.8 0.6 55.2 56.5 2.7 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACD CBAEEA Approach Delay 38.4 34.3 18.4 49.1 Approach LOS D C B D Queue Length 50th (ft) 63 ~252 0 36 92 70 128 1 68 214 0 Queue Length 95th (ft) 110 #443 81 70 138 102 178 m3 123 #330 13 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 337 412 665 208 688 978 1341 702 221 712 458 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.42 0.95 0.61 0.40 0.51 0.26 0.37 0.05 0.51 0.89 0.25 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Future Volume (vph) 31 15 153 479 117 365 97 335 13 309 749 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.153 0.537 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 291 3505 1599 991 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 235 392 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Shared Lane Traffic (%) Lane Group Flow (vph) 33 16 165 515 126 392 104 360 14 332 805 42 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 8.0 7.0 7.0 26.9 30.8 30.8 37.1 37.1 37.1 37.3 37.3 37.3 Actuated g/C Ratio 0.08 0.07 0.07 0.27 0.31 0.31 0.37 0.37 0.37 0.37 0.37 0.37 v/c Ratio 0.22 0.12 0.50 0.56 0.22 0.53 0.42 0.28 0.02 0.79 0.63 0.06 Control Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM Without SE Quadrant Synchro 11 Report 2040 Build - PM Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 47.0 46.0 6.9 35.0 30.1 6.4 25.3 21.0 0.1 22.8 11.4 0.1 LOS DDADCACCACBA Approach Delay 16.0 23.5 21.3 14.2 Approach LOS B C C B Queue Length 50th (ft) 20 10 0 150 65 0 40 81 0 71 92 0 Queue Length 95th (ft) 51 31 17 206 118 78 m69 107 m0 m#113 m122 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 149 568 646 924 697 802 266 1299 726 422 1282 735 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.22 0.03 0.26 0.56 0.18 0.49 0.39 0.28 0.02 0.79 0.63 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH SE QUADRANT Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 454 110 65 976 8 81 0 48 8 0 8 Future Volume (vph) 8 454 110 65 976 8 81 0 48 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.223 0.465 0.746 0.926 Satd. Flow (perm) 415 3539 1583 866 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 118 18 400 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 488 118 70 1049 9 87 0 52 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 488 118 70 1049 9 87 0 52 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.03 0.22 0.11 0.13 0.47 0.01 0.23 0.07 0.04 Control Delay 6.9 7.5 1.6 7.6 9.7 1.6 27.5 0.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.9 7.5 1.6 7.6 9.7 1.6 27.5 0.2 11.2 LOS AAAAAAC A B Approach Delay 6.4 9.5 17.3 11.2 Approach LOS AABB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 56 0 15 150 0 38 0 0 Queue Length 95th (ft) 8 79 18 32 194 3 78 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 260 2221 1037 543 2221 1000 378 722 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.03 0.22 0.11 0.13 0.47 0.01 0.23 0.07 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 9.1 Intersection LOS: A Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Future Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.298 0.600 0.950 0.950 Satd. Flow (perm) 555 1863 1583 1118 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 43 164 226 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 116 241 170 31 313 109 614 558 68 95 258 233 Shared Lane Traffic (%) Lane Group Flow (vph) 116 241 170 31 422 0 614 558 68 95 258 233 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 29.8 22.6 22.6 23.0 15.7 28.5 43.4 43.4 10.3 22.7 22.7 Actuated g/C Ratio 0.30 0.23 0.23 0.23 0.16 0.28 0.43 0.43 0.10 0.23 0.23 v/c Ratio 0.43 0.57 0.32 0.11 0.74 0.63 0.36 0.09 0.52 0.32 0.44 Control Delay 29.3 41.1 3.1 23.4 44.1 27.7 14.5 0.4 52.4 34.7 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.3 41.1 3.1 23.4 44.1 27.7 14.5 0.4 52.4 34.7 8.2 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD CBADCA Approach Delay 26.2 42.7 20.2 27.1 Approach LOS CDCC Queue Length 50th (ft) 53 143 0 14 122 191 142 2 58 73 4 Queue Length 95th (ft) 92 222 21 33 169 251 125 m0 108 115 69 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 281 426 539 324 681 978 1535 779 221 803 534 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.41 0.57 0.32 0.10 0.62 0.63 0.36 0.09 0.43 0.32 0.44 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 48 24 238 146 194 464 161 643 14 74 343 65 Future Volume (vph) 48 24 238 146 194 464 161 643 14 74 343 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.428 0.389 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 813 3505 1599 718 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 256 389 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 52 26 256 157 209 499 173 691 15 80 369 70 Shared Lane Traffic (%) Lane Group Flow (vph) 52 26 256 157 209 499 173 691 15 80 369 70 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 9.2 8.2 8.2 16.7 19.6 19.6 48.7 48.7 48.7 42.4 42.4 42.4 Actuated g/C Ratio 0.09 0.08 0.08 0.17 0.20 0.20 0.49 0.49 0.49 0.42 0.42 0.42 v/c Ratio 0.30 0.17 0.70 0.27 0.56 0.82 0.35 0.41 0.02 0.21 0.25 0.09 Control Delay 46.4 44.2 16.6 35.5 41.3 20.4 19.7 19.4 0.0 12.5 10.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: AM With SE Quadrant Synchro 11 Report 2040 Build - AM SE Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.4 44.2 16.6 35.5 41.3 20.4 19.7 19.4 0.0 12.5 10.3 0.2 LOS DDBDDCBBABBA Approach Delay 23.4 28.2 19.1 9.3 Approach LOS C C B A Queue Length 50th (ft) 32 16 0 45 129 66 61 133 0 15 37 1 Queue Length 95th (ft) 66 40 73 67 167 170 m125 224 m0 39 72 1 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 171 568 660 597 636 764 508 1705 887 377 1458 807 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.30 0.05 0.39 0.26 0.33 0.65 0.34 0.41 0.02 0.21 0.25 0.09 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - AM SE_Mitigation Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Future Volume (vph) 108 224 158 29 291 101 571 519 63 88 240 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.961 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3401 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.347 0.528 0.950 0.950 Satd. Flow (perm) 646 1863 1583 984 3401 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 229 46 164 215 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 116 241 170 31 313 109 614 558 68 95 258 233 Shared Lane Traffic (%) Lane Group Flow (vph) 116 241 170 31 422 0 614 558 68 95 258 233 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 11.0 31.5 31.5 10.5 31.0 27.0 40.6 40.6 17.4 31.0 31.0 Total Split (%) 11.0% 31.5% 31.5% 10.5% 31.0% 27.0% 40.6% 40.6% 17.4% 31.0% 31.0% Maximum Green (s) 5.5 24.5 24.5 5.0 24.0 21.5 34.1 34.1 11.9 24.5 24.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 26.7 21.9 21.9 23.7 17.2 21.5 45.0 45.0 10.3 31.3 31.3 Actuated g/C Ratio 0.27 0.22 0.22 0.24 0.17 0.22 0.45 0.45 0.10 0.31 0.31 v/c Ratio 0.50 0.59 0.32 0.11 0.68 0.83 0.35 0.08 0.52 0.23 0.36 Control Delay 33.8 42.0 3.1 24.3 39.7 41.0 12.8 0.3 52.3 27.3 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 42.0 3.1 24.3 39.7 41.0 12.8 0.3 52.3 27.3 7.1 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - AM SE_Mitigation Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACD DBADCA Approach Delay 27.7 38.6 26.1 23.3 Approach LOS CDCC Queue Length 50th (ft) 56 147 0 14 119 204 138 1 58 63 8 Queue Length 95th (ft) 91 214 20 33 158 #286 119 m1 108 105 69 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 234 458 562 272 851 738 1592 802 214 1108 643 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.50 0.53 0.30 0.11 0.50 0.83 0.35 0.08 0.44 0.23 0.36 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 27.8 Intersection LOS: C Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 836 90 53 539 8 97 0 57 8 0 8 Future Volume (vph) 8 836 90 53 539 8 97 0 57 8 0 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.976 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 0 1694 0 Flt Permitted 0.416 0.275 0.746 0.926 Satd. Flow (perm) 775 3539 1583 512 3539 1583 1390 1863 1583 0 1608 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 97 18 166 18 Link Speed (mph) 50 50 30 30 Link Distance (ft) 986 1266 388 396 Travel Time (s) 13.4 17.3 8.8 9.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 9 899 97 57 580 9 104 0 61 9 0 9 Shared Lane Traffic (%) Lane Group Flow (vph) 9 899 97 57 580 9 104 0 61 0 18 0 Turn Type Perm NA Perm Perm NA Perm Perm Perm Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 44488822266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 61.0 61.0 61.0 61.0 61.0 61.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 67.8% 67.8% 67.8% 67.8% 67.8% 67.8% 32.2% 32.2% 32.2% 32.2% 32.2% Maximum Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 24.5 24.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)00000000000 Act Effct Green (s) 56.5 56.5 56.5 56.5 56.5 56.5 24.5 24.5 24.5 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.27 0.27 0.27 v/c Ratio 0.02 0.40 0.09 0.18 0.26 0.01 0.28 0.11 0.04 Control Delay 6.5 9.0 1.7 8.7 7.8 1.6 28.2 0.4 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 9.0 1.7 8.7 7.8 1.6 28.2 0.4 11.2 LOS AAAAAAC A B Approach Delay 8.3 7.8 17.9 11.2 Approach LOS AABB Lanes, Volumes, Timings Toole Design 2: Sunset Trail & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 121 0 12 70 0 46 0 0 Queue Length 95th (ft) 7 158 17 31 95 3 91 0 16 Internal Link Dist (ft) 906 1186 308 316 Turn Bay Length (ft) Base Capacity (vph) 486 2221 1029 321 2221 1000 378 551 450 Starvation Cap Reductn 0000000 0 0 Spillback Cap Reductn 0000000 0 0 Storage Cap Reductn 0000000 0 0 Reduced v/c Ratio 0.02 0.40 0.09 0.18 0.26 0.01 0.28 0.11 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 9.0 Intersection LOS: A Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sunset Trail & Lyman Boulevard Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Future Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3405 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.416 0.203 0.950 0.950 Satd. Flow (perm) 775 1863 1583 378 3405 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 429 42 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 134 399 429 84 265 91 256 522 37 112 649 152 Shared Lane Traffic (%) Lane Group Flow (vph) 134 399 429 84 356 0 256 522 37 112 649 152 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 15.0 28.0 28.0 13.0 26.0 34.0 41.0 41.0 18.0 25.0 25.0 Total Split (%) 15.0% 28.0% 28.0% 13.0% 26.0% 34.0% 41.0% 41.0% 18.0% 25.0% 25.0% Maximum Green (s) 9.5 21.0 21.0 7.5 19.0 28.5 34.5 34.5 12.5 18.5 18.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 31.4 22.5 22.5 26.9 18.6 28.5 37.6 37.6 10.7 19.8 19.8 Actuated g/C Ratio 0.31 0.22 0.22 0.27 0.19 0.28 0.38 0.38 0.11 0.20 0.20 v/c Ratio 0.41 0.95 0.62 0.43 0.53 0.26 0.39 0.05 0.59 0.93 0.34 Control Delay 27.0 73.8 7.9 29.4 35.4 22.3 18.3 0.2 55.2 61.3 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 73.8 7.9 29.4 35.4 22.3 18.3 0.2 55.2 61.3 6.0 Lanes, Volumes, Timings Toole Design 400: Powers Boulevard & Lyman Boulevard Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CEACD CBAEEA Approach Delay 37.9 34.3 18.8 51.3 Approach LOS D C B D Queue Length 50th (ft) 59 ~264 0 36 95 70 144 1 68 219 0 Queue Length 95th (ft) 104 #454 84 70 141 98 162 m0 123 #338 40 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 339 419 688 209 689 978 1329 696 221 699 453 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.40 0.95 0.62 0.40 0.52 0.26 0.39 0.05 0.51 0.93 0.34 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 36.3 Intersection LOS: D Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 29 285 479 158 365 132 335 13 309 749 53 Future Volume (vph) 57 29 285 479 158 365 132 335 13 309 749 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 400 300 300 500 225 555 240 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 100 120 300 170 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 3433 1900 1509 1805 3505 1599 1752 3438 1615 Flt Permitted 0.950 0.169 0.537 Satd. Flow (perm) 1863 1863 1583 3433 1900 1509 321 3505 1599 991 3438 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 286 392 213 213 Link Speed (mph) 30 30 50 50 Link Distance (ft) 1681 1400 1506 1202 Travel Time (s) 38.2 31.8 20.5 16.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 2% 2% 0% 7% 0% 3% 1% 3% 5% 0% Adj. Flow (vph) 61 31 306 515 170 392 142 360 14 332 805 57 Shared Lane Traffic (%) Lane Group Flow (vph) 61 31 306 515 170 392 142 360 14 332 805 57 Turn Type pm+pt NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 10.0 23.0 23.0 10.0 23.0 23.0 13.0 23.0 23.0 13.0 33.0 33.0 Total Split (s) 11.0 36.0 36.0 15.0 40.0 40.0 16.0 36.0 36.0 13.0 33.0 33.0 Total Split (%) 11.0% 36.0% 36.0% 15.0% 40.0% 40.0% 16.0% 36.0% 36.0% 13.0% 33.0% 33.0% Maximum Green (s) 6.5 30.5 30.5 10.5 33.5 33.5 10.0 30.0 30.0 7.0 27.0 27.0 Yellow Time (s) 3.5 3.0 3.0 3.5 4.0 4.0 3.0 4.5 4.5 3.0 4.5 4.5 All-Red Time (s) 1.0 2.5 2.5 1.0 2.5 2.5 3.0 1.5 1.5 3.0 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.5 5.5 4.5 6.5 6.5 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 1.0 1.0 3.0 1.0 1.0 3.0 5.0 5.0 1.0 5.0 5.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 Flash Dont Walk (s)20.0 20.0 Pedestrian Calls (#/hr)00 Act Effct Green (s) 10.2 9.2 9.2 27.0 30.9 30.9 34.8 34.8 34.8 31.6 31.6 31.6 Actuated g/C Ratio 0.10 0.09 0.09 0.27 0.31 0.31 0.35 0.35 0.35 0.32 0.32 0.32 v/c Ratio 0.32 0.18 0.76 0.56 0.29 0.53 0.54 0.29 0.02 0.91 0.74 0.09 Control Delay 45.1 42.7 19.2 34.9 29.3 5.7 31.7 23.1 0.1 38.0 15.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Toole Design 505: Powers Boulevard & NE Driveway 2/TH 212 WB Timing Plan: PM With SE Quadrant Synchro 11 Report 2040 Build - PM SE Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 45.1 42.7 19.2 34.9 29.3 5.7 31.7 23.1 0.1 38.0 15.9 0.2 LOS DDBCCACCADBA Approach Delay 25.0 23.4 24.8 21.3 Approach LOS CCCC Queue Length 50th (ft) 38 19 12 150 90 0 58 81 0 72 93 0 Queue Length 95th (ft) 71 44 92 206 134 64 m114 120 m0 m#172 m131 m0 Internal Link Dist (ft) 1601 1320 1426 1122 Turn Bay Length (ft) 400 400 300 300 500 225 555 240 Base Capacity (vph) 189 568 681 926 678 791 272 1221 695 366 1087 656 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.05 0.45 0.56 0.25 0.50 0.52 0.29 0.02 0.91 0.74 0.09 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.0 Intersection LOS: C Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 505: Powers Boulevard & NE Driveway 2/TH 212 WB Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - PM SE _Mitigation Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Future Volume (vph) 125 371 399 78 246 85 238 485 34 104 604 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 395 395 190 190 235 200 255 225 Storage Lanes 1 1 1 1 2 1 1 1 Taper Length (ft) 150 185 225 120 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1863 1583 1770 3405 0 3433 3539 1583 1770 3539 1583 Flt Permitted 0.453 0.275 0.950 0.950 Satd. Flow (perm) 844 1863 1583 512 3405 0 3433 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 396 48 164 175 Link Speed (mph) 50 30 30 45 Link Distance (ft) 1266 2617 1202 1078 Travel Time (s) 17.3 59.5 27.3 16.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 134 399 429 84 265 91 256 522 37 112 649 152 Shared Lane Traffic (%) Lane Group Flow (vph) 134 399 429 84 356 0 256 522 37 112 649 152 Turn Type pm+pt NA Perm pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 74438 522166 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 5.0 7.0 7.0 15.0 15.0 7.0 15.0 15.0 Minimum Split (s) 10.5 14.0 14.0 10.5 31.0 12.5 21.5 21.5 12.5 29.5 29.5 Total Split (s) 12.3 37.0 37.0 11.0 35.7 17.0 33.6 33.6 18.4 35.0 35.0 Total Split (%) 12.3% 37.0% 37.0% 11.0% 35.7% 17.0% 33.6% 33.6% 18.4% 35.0% 35.0% Maximum Green (s) 6.8 30.0 30.0 5.5 28.7 11.5 27.1 27.1 12.9 28.5 28.5 Yellow Time (s) 3.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 3.0 5.0 5.0 All-Red Time (s) 2.5 2.0 2.0 2.5 2.0 2.5 1.5 1.5 2.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 7.0 7.0 5.5 7.0 5.5 6.5 6.5 5.5 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 3.0 4.0 4.0 3.0 4.0 4.0 Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 13.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 33.4 26.5 26.5 29.9 23.0 11.5 34.8 34.8 10.9 34.2 34.2 Actuated g/C Ratio 0.33 0.26 0.26 0.30 0.23 0.12 0.35 0.35 0.11 0.34 0.34 v/c Ratio 0.39 0.81 0.60 0.38 0.43 0.65 0.42 0.06 0.58 0.54 0.23 Control Delay 23.7 47.7 8.0 24.2 28.8 41.9 20.3 0.2 54.4 30.0 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.7 47.7 8.0 24.2 28.8 41.9 20.3 0.2 54.4 30.0 3.9 Lanes, Volumes, Timings 400: Powers Boulevard & Lyman Boulevard Timing Plan: Synchro 11 Report 2040 Build - PM SE _Mitigation Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CDACC DCADCA Approach Delay 26.7 27.9 26.2 28.7 Approach LOS CCCC Queue Length 50th (ft) 55 237 16 33 84 83 139 0 68 181 0 Queue Length 95th (ft) 91 334 95 62 121 125 198 m0 123 251 34 Internal Link Dist (ft) 1186 2537 1122 998 Turn Bay Length (ft) 395 395 190 235 200 255 225 Base Capacity (vph) 345 558 752 222 1011 394 1233 658 228 1211 656 Starvation Cap Reductn 00000 000000 Spillback Cap Reductn 00000 000000 Storage Cap Reductn 00000 000000 Reduced v/c Ratio 0.39 0.72 0.57 0.38 0.35 0.65 0.42 0.06 0.49 0.54 0.23 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 8 (8%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 27.3 Intersection LOS: C Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 400: Powers Boulevard & Lyman Boulevard LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX D SIGNAL WARRANT WORKSHEETS Begin End EB WB NB SB 12:00 AM 1:00 AM 63 32 2 0 1:00 AM 2:00 AM 30 16 1 0 2:00 AM 3:00 AM 134 12 4 0 Project #:3:00 AM 4:00 AM 24 25 1 0 Project Name:4:00 AM 5:00 AM 73 64 2 0 Analyst:5:00 AM 6:00 AM 63 265 2 2 Date:6:00 AM 7:00 AM 249 456 7 3 File:7:00 AM 8:00 AM 355 659 10 5 8:00 AM 9:00 AM 408 794 12 6 Intersection:9:00 AM 10:00 AM 358 464 10 4 Scenario:10:00 AM 11:00 AM 304 300 9 2 11:00 AM 12:00 PM 437 373 13 3 12:00 PM 1:00 PM 590 513 17 4 1:00 PM 2:00 PM 389 562 11 4 2:00 PM 3:00 PM 482 418 14 3 Warrant Name Analyzed?Met?3:00 PM 4:00 PM 595 487 17 4 #1 Eight-Hour Vehicular Volume Yes No 4:00 PM 5:00 PM 810 470 23 4 #2 Four-Hour Vehicular volume Yes No 5:00 PM 6:00 PM 705 605 20 5 #3 Peak Hour Yes No 6:00 PM 7:00 PM 442 495 13 4 #4 Pedestrian Volume No -7:00 PM 8:00 PM 266 285 8 2 #5 School Crossing No -8:00 PM 9:00 PM 286 201 8 2 #6 Coordinated Signal System No -9:00 PM 10:00 PM 162 190 5 1 #7 Crash Experience Yes 10:00 PM 11:00 PM 166 131 5 1 #8 Roadway Network No -11:00 PM 12:00 AM 75 49 2 0 Begin End EB WB NB SB Volume Adjustment Factor =1.0 12:00 AM 1:00 AM 63 32 2 0 North-South Approach =Minor 1:00 AM 2:00 AM 30 16 1 0 East-West Approach =Major 2:00 AM 3:00 AM 134 12 4 0 Major Street Thru Lanes =2 3:00 AM 4:00 AM 24 25 1 0 Minor Street Thru Lanes =1 4:00 AM 5:00 AM 73 64 2 0 Speed > 40 mph?No 5:00 AM 6:00 AM 63 265 2 2 Population < 10,000?No 6:00 AM 7:00 AM 249 456 7 3 Warrant Factor 100%7:00 AM 8:00 AM 355 659 10 5 Peak Hour or Daily Count?Daily 8:00 AM 9:00 AM 408 794 12 6 9:00 AM 10:00 AM 358 464 10 4 10:00 AM 11:00 AM 304 300 9 2 11:00 AM 12:00 PM 437 373 13 3 12:00 PM 1:00 PM 590 513 17 4 1:00 PM 2:00 PM 389 562 11 4 2:00 PM 3:00 PM 482 418 14 3 3:00 PM 4:00 PM 595 487 17 4 4:00 PM 5:00 PM 810 470 23 4 5:00 PM 6:00 PM 705 605 20 5 6:00 PM 7:00 PM 442 495 13 4 7:00 PM 8:00 PM 266 285 8 2 8:00 PM 9:00 PM 286 201 8 2 9:00 PM 10:00 PM 162 190 5 1 10:00 PM 11:00 PM 166 131 5 1 11:00 PM 12:00 AM 75 49 2 0 Input Parameters Raw Traffic Volumes Hour Major Street Minor Street Hour Major Street Minor Street Analysis Traffic Volumes Lyman Blvd at Sunset Trail Warrant Summary 2025 Build Residential Only Avienda Developmen BJM 6/16/2023 H:\80000\80090_P_Avienda Final Roadway Plans\01 Intersection Control Evaluation (ICE) Report\Lyman Blvd at Sunset Trl\2023 Updated Contract\Round 3\Signal Warrant\[Sunset Signal Warrant Warrant Summary Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400Higher Minor StreetCombined Major Street Warrant #2 -Four-Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 200 300 400 500 600 700 800 900 1000Higher Minor StreetCombined Major Street Warrant #2 -Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #2 - 4 HR (Graph) Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Higher Minor StreetCombined Major Street Warrant #3 -Peak Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Higher Minor StreetCombined Major Street Warrant #3 -Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #3 - Peak HR (Graph) Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (7:00 am) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 176 327 794 704 6 5 10 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 5 0 5 Variable Conflicting major-road volume (Vc9), veh/h: 15 648 5 10 0 6 Right-turn geometry on minor-road: Volume 337 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (8:00 AM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 202 394 779 664 7 6 12 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12 ), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 6 0 6 Variable Conflicting major-road volume (Vc9), veh/h: 18 781 6 12 0 7 Right-turn geometry on minor-road: Volume 387 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (4:00 PM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 402 233 659 760 14 4 23 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 4 0 4 Variable Conflicting major-road volume (Vc9), veh/h: 35 463 4 23 0 14 Right-turn geometry on minor-road: Volume 768 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (5:00 pm) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 350 300 690 720 12 5 20 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 5 0 5 Variable Conflicting major-road volume (Vc9), veh/h: 30 595 5 20 0 12 Right-turn geometry on minor-road: Volume 669 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road Begin End EB WB NB SB 12:00 AM 1:00 AM 82 42 9 0 1:00 AM 2:00 AM 39 21 4 0 2:00 AM 3:00 AM 176 16 19 0 Project #:3:00 AM 4:00 AM 31 33 3 0 Project Name:4:00 AM 5:00 AM 96 85 10 1 Analyst:5:00 AM 6:00 AM 82 350 9 3 Date:6:00 AM 7:00 AM 326 602 35 5 File:7:00 AM 8:00 AM 465 871 50 7 8:00 AM 9:00 AM 534 1049 57 8 Intersection:9:00 AM 10:00 AM 468 612 50 5 Scenario:10:00 AM 11:00 AM 398 397 43 3 11:00 AM 12:00 PM 573 493 61 4 12:00 PM 1:00 PM 772 677 83 5 1:00 PM 2:00 PM 509 742 55 6 2:00 PM 3:00 PM 631 552 68 4 Warrant Name Analyzed?Met?3:00 PM 4:00 PM 779 643 83 5 #1 Eight-Hour Vehicular Volume Yes No 4:00 PM 5:00 PM 1061 621 114 5 #2 Four-Hour Vehicular volume Yes Yes 5:00 PM 6:00 PM 924 799 99 6 #3 Peak Hour Yes Yes 6:00 PM 7:00 PM 579 653 62 5 #4 Pedestrian Volume No -7:00 PM 8:00 PM 348 376 37 3 #5 School Crossing No -8:00 PM 9:00 PM 375 265 40 2 #6 Coordinated Signal System No -9:00 PM 10:00 PM 213 251 23 2 #7 Crash Experience Yes 10:00 PM 11:00 PM 217 174 23 1 #8 Roadway Network No -11:00 PM 12:00 AM 98 65 10 0 Begin End EB WB NB SB Volume Adjustment Factor =1.0 12:00 AM 1:00 AM 82 42 9 0 North-South Approach =Minor 1:00 AM 2:00 AM 39 21 4 0 East-West Approach =Major 2:00 AM 3:00 AM 176 16 19 0 Major Street Thru Lanes =2 3:00 AM 4:00 AM 31 33 3 0 Minor Street Thru Lanes =1 4:00 AM 5:00 AM 96 85 10 1 Speed > 40 mph?No 5:00 AM 6:00 AM 82 350 9 3 Population < 10,000?No 6:00 AM 7:00 AM 326 602 35 5 Warrant Factor 100%7:00 AM 8:00 AM 465 871 50 7 Peak Hour or Daily Count?Daily 8:00 AM 9:00 AM 534 1049 57 8 9:00 AM 10:00 AM 468 612 50 5 10:00 AM 11:00 AM 398 397 43 3 11:00 AM 12:00 PM 573 493 61 4 12:00 PM 1:00 PM 772 677 83 5 1:00 PM 2:00 PM 509 742 55 6 2:00 PM 3:00 PM 631 552 68 4 3:00 PM 4:00 PM 779 643 83 5 4:00 PM 5:00 PM 1061 621 114 5 5:00 PM 6:00 PM 924 799 99 6 6:00 PM 7:00 PM 579 653 62 5 7:00 PM 8:00 PM 348 376 37 3 8:00 PM 9:00 PM 375 265 40 2 9:00 PM 10:00 PM 213 251 23 2 10:00 PM 11:00 PM 217 174 23 1 11:00 PM 12:00 AM 98 65 10 0 Input Parameters Raw Traffic Volumes Hour Major Street Minor Street Hour Major Street Minor Street Analysis Traffic Volumes Lyman Blvd at Sunset Trail Warrant Summary 2040 Build with SE Quadrant Avienda Development BJM 6/16/2023 H:\80000\80090_P_Avienda Final Roadway Plans\01 Intersection Control Evaluation (ICE) Report\Lyman Blvd at Sunset Trl\2023 Updated Contract\Round 3\Signal Warrant\[Sunset Signal Warrant Warrant Summary Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400Higher Minor StreetCombined Major Street Warrant #2 -Four-Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes 0 100 200 300 400 200 300 400 500 600 700 800 900 1000Higher Minor StreetCombined Major Street Warrant #2 -Four Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #2 - 4 HR (Graph) Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor Lane Config. 1 Major / 1 Minor 1 Major / 2 Minor 2 Major / 1 Minor 2 Major / 2 Minor 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Higher Minor StreetCombined Major Street Warrant #3 -Peak Hour 100% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Higher Minor StreetCombined Major Street Warrant #3 -Peak Hour 70% Warrant Factor 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 1 Major / 1 Minor Traffic Volumes War #3 - Peak HR (Graph) Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (7:00 am) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 230 408 762 655 30 7 50 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 7 0 7 Variable Conflicting major-road volume (Vc9), veh/h: 40 810 7 50 0 30 Right-turn geometry on minor-road: Volume 421 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (8:00 AM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 265 492 741 605 34 8 57 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 8 0 8 Variable Conflicting major-road volume (Vc9), veh/h: 46 976 8 57 0 34 Right-turn geometry on minor-road: Volume 483 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (4:00 PM) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 526 291 585 725 68 5 114 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 5 0 5 Variable Conflicting major-road volume (Vc9), veh/h: 92 578 5 114 0 68 Right-turn geometry on minor-road: Volume 960 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road Figure 2 - 11. Minor-road right-turn volume reduction for warrant check (5:00 pm) INPUT Approach Number Movement Major 2 Through A 3 Right Major 5 Through B 6 Right Minor 7 Left C 8 Through 9 Right Minor 10 Left D 11 Through 12 Right OUTPUT Value 458 375 625 675 59 6 99 Guidance:Conduct warrant check again using adjusted minor road volume. Conflicting major-road volume (Vc12), veh/h: Right-turn volume reduction (Vr9), veh/h: Right-turn volume reduction (Vr12), veh/h: Adjusted right-turn volume reduction (Vr9), veh/h: Adjusted right-turn volume reduction (Vr12), veh/h: Adjusted minor-road volume, veh/h: 6 0 6 Variable Conflicting major-road volume (Vc9), veh/h: 80 743 6 99 0 59 Right-turn geometry on minor-road: Volume 836 Number of lanes on major-road approach: 0 100 200 300 400 500 600 700 0 200 400 600 800 1000 1200 1400 1600 1800Minor-Road Right-Turn Volume Reduction, veh/hConflicting Major -Road Volume, veh/h Right-turn bay provided. Shared lane approach. 1 23 1 2 3Lanes on major-road serving confl. volume. 2 Right-turn bay provided 1 2 Box Output:2 3 Slope 0.6 needed for filling combobox Box Output:Right-turn bay provided (0=shared)1 (one dir)1 2 3 1 2 3 Intercept 900 (vph)1 0.6 0.4 1 0.6 0.4 SLA 0 RTB 100 Right-turn bay provided 200 Shared-lane approach 300 300 needed for filling combobox 375 225 375 429 171 343 428 450 150 330 420 450 562 38 263 375 338 563 600 0 240 360 300 540 643 214 343 257 514 643 2 700 180 320 200 480 620 800 120 280 100 420 580 900 60 240 0 360 540 1000 0 200 300 500 1100 160 240 460 1200 120 180 420 1300 80 120 380 1400 40 60 340 1500 0 0 300 1600 260 1700 220 1800 180 Vo SHARED LANE APPROACH RIGHT-TURN BAY RPOVIDED Number of lanes on Major - road LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX E AVERAGE ANNUAL DAILY TRAFFIC Lyman Blvd Lyman Blvd Lyman Blvd Powers Blvd Powers Blvd East of Powers Blvd West of Powers Blvd West of Audubon North of Lyman Blvd South of Lyman Blvd 1994 - 5200 6400 7100 - 1997 1150 - - - - 1998 - 7300 9000 5900 - 1999 2300 - - - - 2000 - 8300 9700 6800 - 2001 2900 - - - - 2003 3250 13000 15000 14200 - 2005 2850 11100 13400 13200 - 2007 2900 12000 15300 14500 - 2009 2700 8800 11300 10600 7400 2011 2450 8200 8600 8900 9300 2012 - 8800 9400 - 8600 2013 2850 - - 10000 - 2014 - 9700 - - - 2015 4000 - 14600 9600 13600 2017 3850 20000 13000 9300 11300 2019 4150 - 11900 9900 - 2021 4007 - - - - AADT Year LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX F FACTORED VOLUMES LYMAN BLVD 24 DAILY COUNT FACTORS - FROM CARVER COUNTY EB Factor WB Factor Total 12:00 AM 44.5 0.089 23 0.04007 67.5 1:00 AM 21 0.042 11.5 0.020035 32.5 2:00 AM 95 0.19 8.5 0.014808 103.5 3:00 AM 17 0.034 18 0.031359 35 4:00 AM 52 0.104 46.5 0.08101 98.5 5:00 AM 44.5 0.089 191.5 0.333624 236 6:00 AM 176.5 0.353 329.5 0.574042 506 7:00 AM 251.5 0.503 476.5 0.830139 728 8:00 AM 289 0.578 574 1 863 9:00 AM 253.5 0.507 335 0.583624 588.5 10:00 AM 215.5 0.431 217 0.378049 432.5 11:00 AM 310 0.62 269.5 0.469512 579.5 12:00 PM 418 0.836 370.5 0.64547 788.5 1:00 PM 275.5 0.551 406 0.707317 681.5 2:00 PM 341.5 0.683 302 0.526132 643.5 3:00 PM 421.5 0.843 352 0.61324 773.5 4:00 PM 574 1.148 340 0.592334 914 5:00 PM 500 1 437 0.761324 937 6:00 PM 313.5 0.627 357.5 0.622822 671 7:00 PM 188.5 0.377 206 0.358885 394.5 8:00 PM 203 0.406 145 0.252613 348 9:00 PM 115 0.23 137.5 0.239547 252.5 10:00 PM 117.5 0.235 95 0.165505 212.5 11:00 PM 53 0.106 35.5 0.061847 88.5 Volume Totals 5291 5684.5 10975.5 Average Daily Traffic (ADT)5291 Factored Volume at Sunset Trail - 2025 Build Without SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 60 6 1 31 0 0 0 0 5 0 3 1:00 AM 0 28 3 1 16 0 0 0 0 2 0 1 2:00 AM 1 127 12 1 12 0 0 0 0 10 0 6 3:00 AM 0 23 2 1 24 0 0 0 0 2 0 1 4:00 AM 1 70 7 3 63 0 0 0 0 6 0 3 5:00 AM 1 60 6 12 261 2 2 0 2 5 0 3 6:00 AM 2 236 23 21 448 3 3 0 3 19 0 11 7:00 AM 3 337 32 30 648 5 5 0 5 27 0 16 8:00 AM 3 387 37 36 781 6 6 0 6 31 0 18 9:00 AM 3 339 32 21 456 4 4 0 4 27 0 16 10:00 AM 3 288 27 14 295 2 2 0 2 23 0 13 11:00 AM 4 415 40 17 367 3 3 0 3 33 0 19 12:00 PM 5 559 53 23 504 4 4 0 4 44 0 26 1:00 PM 3 369 35 25 552 4 4 0 4 29 0 17 2:00 PM 4 457 44 19 411 3 3 0 3 36 0 21 3:00 PM 5 564 54 22 479 4 4 0 4 45 0 26 4:00 PM 7 768 73 21 463 4 4 0 4 61 0 36 5:00 PM 6 669 64 27 595 5 5 0 5 53 0 31 6:00 PM 4 419 40 22 486 4 4 0 4 33 0 20 7:00 PM 2 252 24 13 280 2 2 0 2 20 0 12 8:00 PM 2 272 26 9 197 2 2 0 2 22 0 13 9:00 PM 1 154 15 9 187 1 1 0 1 12 0 7 10:00 PM 1 157 15 6 129 1 1 0 1 12 0 7 11:00 PM 1 71 7 2 48 0 0 0 0 6 0 3 Volume Totals 63.492 7079.358 674.9878 354.4193 7734.485 59.41986 59.41986 0 59.41986 561.6353 0 330.3737 Factored Volume at Sunset Trail - 2025 Build With SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 60 6 2 31 0 0 0 0 7 0 4 1:00 AM 0 28 3 1 16 0 0 0 0 3 0 2 2:00 AM 1 127 12 1 12 0 0 0 0 15 0 9 3:00 AM 0 23 2 2 24 0 0 0 0 3 0 2 4:00 AM 1 70 7 4 63 0 0 0 0 8 0 5 5:00 AM 1 60 6 17 261 2 2 0 2 7 0 4 6:00 AM 2 236 23 30 448 3 3 0 3 28 0 17 7:00 AM 3 337 32 43 648 5 5 0 5 40 0 24 8:00 AM 3 387 37 52 781 6 6 0 6 46 0 27 9:00 AM 3 339 32 30 456 4 4 0 4 40 0 24 10:00 AM 3 288 28 20 295 2 2 0 2 34 0 20 11:00 AM 4 415 40 24 367 3 3 0 3 49 0 29 12:00 PM 5 559 54 33 504 4 4 0 4 67 0 39 1:00 PM 3 369 35 37 552 4 4 0 4 44 0 26 2:00 PM 4 457 44 27 411 3 3 0 3 54 0 32 3:00 PM 5 564 54 32 479 4 4 0 4 67 0 39 4:00 PM 7 768 73 31 463 4 4 0 4 91 0 54 5:00 PM 6 669 64 39 595 5 5 0 5 80 0 47 6:00 PM 4 419 40 32 486 4 4 0 4 50 0 29 7:00 PM 2 252 24 19 280 2 2 0 2 30 0 18 8:00 PM 2 272 26 13 197 2 2 0 2 32 0 19 9:00 PM 1 154 15 12 187 1 1 0 1 18 0 11 10:00 PM 1 157 15 9 129 1 1 0 1 19 0 11 11:00 PM 1 71 7 3 48 0 0 0 0 8 0 5 Volume Totals 63.492 7079.358 677.4851 511.4182 7734.485 59.41986 59.41986 0 59.41986 841.8146 0 495.185 EB WB SB NB EB WB SB NB 1 Factored Volume at Sunset Trail - 2025 Build Residential Only Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 60 3 0 31 0 0 0 0 2 0 1 1:00 AM 0 28 1 0 16 0 0 0 0 1 0 0 2:00 AM 1 127 6 0 12 0 0 0 0 4 0 2 3:00 AM 0 23 1 0 24 0 0 0 0 1 0 0 4:00 AM 1 70 3 1 63 0 0 0 0 2 0 1 5:00 AM 1 60 3 2 261 2 2 0 2 2 0 1 6:00 AM 2 236 11 4 448 3 3 0 3 7 0 4 7:00 AM 3 337 15 6 648 5 5 0 5 10 0 6 8:00 AM 3 387 18 7 781 6 6 0 6 12 0 7 9:00 AM 3 339 15 4 456 4 4 0 4 10 0 6 10:00 AM 3 288 13 3 295 2 2 0 2 9 0 5 11:00 AM 4 415 19 3 367 3 3 0 3 13 0 7 12:00 PM 5 559 25 5 504 4 4 0 4 17 0 10 1:00 PM 3 369 17 5 552 4 4 0 4 11 0 7 2:00 PM 4 457 21 4 411 3 3 0 3 14 0 8 3:00 PM 5 564 26 4 479 4 4 0 4 17 0 10 4:00 PM 7 768 35 4 463 4 4 0 4 23 0 14 5:00 PM 6 669 30 6 595 5 5 0 5 20 0 12 6:00 PM 4 419 19 5 486 4 4 0 4 13 0 7 7:00 PM 2 252 11 3 280 2 2 0 2 8 0 4 8:00 PM 2 272 12 2 197 2 2 0 2 8 0 5 9:00 PM 1 154 7 2 187 1 1 0 1 5 0 3 10:00 PM 1 157 7 1 129 1 1 0 1 5 0 3 11:00 PM 1 71 3 0 48 0 0 0 0 2 0 1 Volume Totals 63.492 7079.358 322.5158 71.56023 7734.485 59.41986 59.41986 0 59.41986 213.7123 0 125.7131 EB WB SB NB 1 Factored Volume at Sunset Trail - 2040 Build Without SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 74 7 2 39 0 0 0 0 6 0 3 1:00 AM 0 35 3 1 20 0 0 0 0 3 0 2 2:00 AM 2 159 15 1 14 0 0 0 0 13 0 7 3:00 AM 0 28 3 1 31 0 0 0 0 2 0 1 4:00 AM 1 87 8 4 79 1 1 0 1 7 0 4 5:00 AM 1 74 7 15 326 3 3 0 3 6 0 3 6:00 AM 3 295 28 26 560 5 5 0 5 23 0 14 7:00 AM 4 421 40 37 810 7 7 0 7 33 0 20 8:00 AM 5 483 46 45 976 8 8 0 8 38 0 23 9:00 AM 4 424 41 26 570 5 5 0 5 33 0 20 10:00 AM 3 360 34 17 369 3 3 0 3 28 0 17 11:00 AM 5 518 50 21 458 4 4 0 4 41 0 24 12:00 PM 7 699 67 29 630 5 5 0 5 55 0 33 1:00 PM 4 461 44 32 690 6 6 0 6 36 0 21 2:00 PM 5 571 55 24 514 4 4 0 4 45 0 27 3:00 PM 7 705 67 28 599 5 5 0 5 56 0 33 4:00 PM 9 960 92 27 578 5 5 0 5 76 0 45 5:00 PM 8 836 80 34 743 6 6 0 6 66 0 39 6:00 PM 5 524 50 28 608 5 5 0 5 41 0 24 7:00 PM 3 315 30 16 350 3 3 0 3 25 0 15 8:00 PM 3 339 32 11 247 2 2 0 2 27 0 16 9:00 PM 2 192 18 11 234 2 2 0 2 15 0 9 10:00 PM 2 196 19 7 162 1 1 0 1 16 0 9 11:00 PM 1 89 8 3 60 0 0 0 0 7 0 4 Volume Totals 84.656 8846.552 846.56 445.649 9665.631 79.22648 79.22648 0 79.22648 698.412 0 412.698 Factored Volume at Sunset Trail - 2040 Build With SE Quadrant Left Through Right Left Through Right Left Through Right Left Through Right 12:00 AM 1 74 7 3 39 0 0 0 0 9 0 5 1:00 AM 0 35 3 1 20 0 0 0 0 4 0 2 2:00 AM 2 159 15 1 14 0 0 0 0 19 0 11 3:00 AM 0 28 3 2 31 0 0 0 0 3 0 2 4:00 AM 1 87 8 5 79 1 1 0 1 10 0 6 5:00 AM 1 74 7 22 326 3 3 0 3 9 0 5 6:00 AM 3 295 28 37 560 5 5 0 5 35 0 21 7:00 AM 4 421 40 54 810 7 7 0 7 50 0 30 8:00 AM 5 483 46 65 976 8 8 0 8 57 0 34 9:00 AM 4 424 41 38 570 5 5 0 5 50 0 30 10:00 AM 3 360 34 25 369 3 3 0 3 43 0 25 11:00 AM 5 518 50 31 458 4 4 0 4 61 0 37 12:00 PM 7 699 67 42 630 5 5 0 5 83 0 49 1:00 PM 4 461 44 46 690 6 6 0 6 55 0 33 2:00 PM 5 571 55 34 514 4 4 0 4 68 0 40 3:00 PM 7 705 67 40 599 5 5 0 5 83 0 50 4:00 PM 9 960 92 39 578 5 5 0 5 114 0 68 5:00 PM 8 836 80 49 743 6 6 0 6 99 0 59 6:00 PM 5 524 50 40 608 5 5 0 5 62 0 37 7:00 PM 3 315 30 23 350 3 3 0 3 37 0 22 8:00 PM 3 339 32 16 247 2 2 0 2 40 0 24 9:00 PM 2 192 18 16 234 2 2 0 2 23 0 14 10:00 PM 2 196 19 11 162 1 1 0 1 23 0 14 11:00 PM 1 89 8 4 60 0 0 0 0 10 0 6 Volume Totals 84.656 8846.552 846.56 643.7152 9665.631 79.22648 79.22648 0 79.22648 1047.618 0 624.338 WB SB NB WB SB NBEB EB 1 LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION APPENDIX G NCHRP 8-51 WORKSHEETS LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH SE QUADRANT Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout with SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 150,000 SF 237.2575721 209 28 Retail 820 167,000 SF 232.08 144 88 Restaurant 932 28,000 SF 267.96 147 121 Cinema/Entertainment 0 - - 0 Residential 221, 220, 252 417, 92, 300 DU 283.24 72 211 Hotel 310 100 Rooms 42.55 24 19 All Other Land Uses2 565 10,000 SF 110 58 52 Total 1173.087572 654.4411634 518.6464086 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 1.00 0% 0% 1.00 0% 0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 8 18 0 0 Retail 8 11 1 0 Restaurant 29 12 4 1 Cinema/Entertainment 0 0 0 0 0 Residential 4 2 29 0 Hotel 6 3 2 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,173 654 519 Office 22% 93% Internal Capture Percentage 24% 21% 27% Retail 17% 23% Restaurant 41% 38% External Vehicle-Trips3 897 516 381 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 7% 17% External Non-Motorized Trips4 0 0 0 Hotel 4% 58% NCHRP 8-51 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-TripsLand Use Avienda Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Estimation Tool Developed by the Texas Transportation Institute Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 4Person-Trips *Indicates computation that has been rounded to the nearest whole number. Chanhassen, MN AM Street Peak Hour Toole Design MM 3/20/2023 2022 Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout with SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 150,000 SF 232.485369 40 193 Retail 820 167,000 SF 816.4417305 392 425 Restaurant 932 28,000 SF 253.4 155 99 Cinema/Entertainment 0 Residential 221, 220, 252 417, 92, 300 DU 298.08 179 119 Hotel 310 100 Rooms 46.11 24 23 All Other Land Uses2 565 10,000 SF 111.2 52 59 Total 1757.7171 841.0496434 916.6674562 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 31 3 4 0 Retail 9 45 82 4 Restaurant 3 41 18 7 Cinema/Entertainment 0 0 0 0 0 Residential 5 39 22 3 Hotel 0 4 8 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,760 842 918 Office 43% 20% Internal Capture Percentage 37% 39% 36% Retail 29% 33% Restaurant 50% 70% External Vehicle-Trips3 1,104 514 590 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 58% 58% External Non-Motorized Trips4 0 0 0 Hotel 58% 52% NCHRP 8-51 Internal Trip Capture Estimation Tool Avienda Toole Design Chanhassen, MN MM 2022 PM Street Peak Hour 3/20/2023 Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)Destination (To) Cinema/Entertainment Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Estimation Tool Developed by the Texas Transportation Institute 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P *Indicates computation that has been rounded to the nearest whole number. LYMAN BOULEVARD AND SUNSET TRAIL INTERSECTION CONTROL EVALUATION 2040 BUILD – WITH OUT SE QUADRANT Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout without SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 - SF 0 0 0 Retail 820 151,000 SF 222.64 138 85 Restaurant 932 28,000 SF 267.96 147 121 Cinema/Entertainment 0 - - 0 Residential 221, 220, 252 417, 92, 300 DU 283.24 72 211 Hotel 310 - Rooms 0 0 0 All Other Land Uses2 565 10,000 SF 110 58 52 Total 883.84 415.9737 467.8663 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 1.00 0% 0% 1.00 0% 0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 11 1 0 Restaurant 0 11 4 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 2 29 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 884 415 469 Office N/A N/A Internal Capture Percentage 13% 14% 12% Retail 9% 14% Restaurant 27% 12% External Vehicle-Trips3 768 357 411 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 7% 15% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A Chanhassen, MN AM Street Peak Hour Toole Design MM 3/20/2023 2022 Estimation Tool Developed by the Texas Transportation Institute Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 4Person-Trips *Indicates computation that has been rounded to the nearest whole number. Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) NCHRP 8-51 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-TripsLand Use Avienda Project Name: Organization: Project Location: Performed By: Scenario Description:Buildout without SE Corner Date:7/19/2022 Analysis Year: Checked By:Updated BJM Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 710 - SF 0 0 0 Retail 820 151,000 SF 759.3338096 364 395 Restaurant 932 28,000 SF 253.4 155 99 Cinema/Entertainment 0 Residential 221, 220, 252 417, 92, 300 DU 298.08 179 119 Hotel 310 - Rooms 0 0 0 All Other Land Uses2 565 10,000 SF 111.2 52 59 Total 1422.01381 750.5992286 671.414581 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 0% 0% 1.00 0% 0% Retail 1.00 0% 0% 1.00 0% 0% Restaurant 1.00 0% 0% 1.00 0% 0% Cinema/Entertainment Residential 1.00 0% 0% 1.00 0% 0% Hotel 1.00 0% 0% 1.00 0% 0% All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 45 82 0 Restaurant 0 41 18 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 36 22 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,422 750 672 Office N/A N/A Internal Capture Percentage 34% 33% 36% Retail 21% 32% Restaurant 43% 60% External Vehicle-Trips3 934 506 428 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 56% 49% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P *Indicates computation that has been rounded to the nearest whole number. Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Estimation Tool Developed by the Texas Transportation Institute 0 0 0 Origin (From)Destination (To) Cinema/Entertainment 0 0 Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) 2022 PM Street Peak Hour 3/20/2023 Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips NCHRP 8-51 Internal Trip Capture Estimation Tool Avienda Toole Design Chanhassen, MN MM