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HomeMy WebLinkAboutI-25 & MULBERRY - OVERALL DEVELOPMENT PLAN - ODP220002 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY Mulberry and I-25 Development – Traffic Impact Study 1 | P a g e Traffic Impact Study To: Steve Shoflick, Miller Real Estate Investments From: Eli Farney, PE, PTOE Date: October 11, 2022 Mulberry and I-25 Development Fort Collins, Colorado Prepared By: Eli Farney, PE, PTOE efarney@jrengineering.com JR Engineering 7200 South Alton Way, Suite C400 Centennial, CO 80112 Mulberry and I-25 Development – Traffic Impact Study 2 | P a g e Table of Contents Executive Summary 3 Introduction 4 Traffic Volumes and Distribution 9 Traffic Operations Analysis 17 Conclusion 23 Appendix 24 List of Figures Figure 1: Vicinity Map 4 Figure 2: Site Plan and Study Intersections 7 Figure 3: On-Site Collector Road Layout 8 Figure 4: Site-Generated Trip Distribution 10 Figure 5: Recent (2018) Traffic Volumes 11 Figure 6: Site-Generated Traffic Volumes 12 Figure 7: Opening Day (2023) Background Traffic Volumes 13 Figure 8: Opening Day (2023) Total Traffic Volumes 14 Figure 9: Future Year (2040) Background Traffic Volumes 15 Figure 10: Future Year (2040) Total Traffic Volumes 16 List of Tables Table 1: Recent (2018) Levels of Service 17 Table 2: Opening Day (2023) Levels of Service 18 Table 3: Future Year (2040) Levels of Service 19 Table 4: Recent (2018) Queue Lengths 20 Table 5: Opening Day (2023) Queue Lengths 21 Table 6: Future Year (2040) Queue Lengths 22 List of Appendices Appendix A: Traffic Memo by Delich Associates 24 Appendix B: Trip Generation Report 39 Appendix C: Synchro Reports 41 Mulberry and I-25 Development – Traffic Impact Study 3 | P a g e Executive Summary JR Engineering (JR) has completed a review of the traffic impacts resulting from the Mulberry and I-25 Development (Project) proposed in Fort Collins, Colorado (City). The objectives of this Traffic Impact Study (TIS) are:  Estimate site-generated traffic and route trips onto adjacent streets.  Perform traffic operations analysis for years 2023 (Opening Day) and 2040 (Future Year).  Make recommendations for roadway improvements to accommodate new traffic. The methodology, content, and findings of this TIS are consistent with the following documents:  Larimer County Urban Area Street Standards (LCUASS) – Chapter 4 – Transportation Impact Study Key Findings of this TIS  Levels of Service o In 2040, the movements at Intersection 1 (Mulberry Street and Frontage Road) are expected to operate at LOS D or better except for the northbound left (NBL) movement. The NBL movement is expected to operate at LOS E in the AM and PM peak hours. The overall intersection is expected to operate at LOS D or better. o The internal intersections studied are expected to operate well.  Queue Lengths o At Intersection 1 in 2040, queues for the eastbound (EB) and westbound (WB) through movements may restrict access to the EB and WB turn lanes. This is a result of regional traffic growth along the Mulberry Street corridor and not caused by the Project. o Queue lengths at the internal intersections studied are anticipated to be minimal.  Intersection Improvements o Improvements to Intersection 1 are likely necessary to accommodate future traffic volumes. This includes adding dual left-turn lanes on the eastbound and southbound approaches. Mulberry and I-25 Development – Traffic Impact Study 4 | P a g e Introduction JR has completed a review of the existing and forecasted traffic operations in the vicinity of the proposed Mulberry and I-25 Development. A vicinity map is included in Figure 1. Figure 1: Vicinity Map Mulberry and I-25 Development – Traffic Impact Study 5 | P a g e Existing Land Use An existing land use within the subdivision is owned by Sunstate Rental and operates as a construction equipment rental facility. The Sunstate Rental Parcel will be bifurcated by the proposed Frontage Road alignment, which will provide connection to the site from Mulberry Street. Two remnant parcels will be created on either side of the proposed Frontage Road. Proposed Land Uses The development is anticipated to contain the following land uses:  C-S – Service Commercial (28 acres total) o 6 acres of retail/commercial (ITE 820) o 11 acres of light industrial (ITE 110) o 11 acres of office/showroom warehouse (ITE 150)  C-G – Retail/Commercial (6 acres total) o 6 acres of retail/commercial (ITE 820)  Sunstate Rental Remnant Parcels (4 acres total) o 4 acres of construction equipment rental (ITE 811) Study Intersections Four intersections were analyzed as part of this TIS. The study intersections, along with a site plan, are shown in Figure 2. One of the study intersections serves as the major external access point to the subdivision. The remaining three intersections are internal to the site. Proposed Project Roadway Layout The project includes two collector roads, both of which are part of Frontage Road. One collector extends north from the Mulberry Street intersection. A detailed view of this road is shown in Figure 3. The other collector continues north and runs parallel to I-25. The project includes two roundabouts. The southern roundabout provides access to the Cloverleaf Community and the industrial land use. The northern roundabout serves the industrial land use. On the north side of the Sunstate Rental remnant parcels, full movement accesses are proposed. Additionally, the remnant parcel on the east side of Frontage Road is planned to be served by a right-in-right-out access, and the parcel on the west side of Frontage Road is planned to be served by a ¾ movement access. Driveways along the collector road will provide access to the commercial land us e. Industrial local roads will provide access to the industrial land use. Mulberry and I-25 Development – Traffic Impact Study 6 | P a g e Design Exceptions Due to the site constraints and the proximity to Mulberry Street, roadway de sign exceptions may be required for some of the roadways and intersections. The following are potential design exceptions that may not meet Larimer County standards:  A full movement driveway is proposed in close proximity to a roundabout .  Turn lane tapers are proposed to be shortened in order to fit turn lanes for accesses . Roundabout Configurations The LCUASS Roundabout Guidelines August 2021 and the NCHRP Roundabout Guidelines were used for the conceptual roundabout layouts. A project scoping meeting will need to be held w ith the City to discuss roundabout design when preliminary design begins. Intersection Control Analysis JR analyzed the two roundabout intersections to determine whether signalization would be an acceptable alternative. Based on the forecasted traffic volumes in year 2040, neither intersection is expected to meet the peak hour signal warrant according to the MUTCD. Therefore, JR concludes that roundabouts are a preferable form of intersection control. Access to Cloverleaf Community The Cloverleaf Community will access the Frontage Road via a full movement intersection (Private Access 1) and the southern proposed roundabout (Intersection 3). Their access will be substantially improved with the roundabout and the reconfigured Frontage Road intersection with Mulberry Street. Intersection Improvements Intersection 1 (Mulberry Street & Frontage Road) currently operates as a 5-leg signalized intersection. The north leg is split between Frontage Road (which parallels I-25) and the road that provides access to the Cloverleaf community. Improvements to Intersection 1 will be made with the Project. Specifically, JR recommends dual left-turn lanes on the eastbound and southbound approaches. JR also recommends channelizing the SBR movement and adding an acceleration lane. Additionally, a new access to the Cloverleaf community will be provided. These improvements are reflected in the traffic operations analysis in this TIS. Mulberry and I-25 Development –Traffic Impact Study Figure 2:Site Plan and Study Intersections 7 |P a g e Private Access 1 Figure 3:On-Site Collector Road Layout 8 |P a g eMulberry and I-25 Development –Traffic Impact Study Private Access 1 In close proximity to roundabout Mulberry and I-25 Development – Traffic Impact Study 9 | P a g e Traffic Volumes and Distribution Existing Traffic Volumes Existing traffic volumes were obtained from the Traffic Memorandum by Delich Associates, dated December 13, 2018. The Memorandum is included in Appendix A. Existing volumes are shown in Figure 5. Background Traffic Growth Rate JR applied a 2% growth rate to the existing traffic volumes to account for future regional development. Background traffic volumes are shown in Figure 7 (2023) and Figure 9 (2040). Site-Generated Traffic Volumes Site-generated traffic volumes were estimated using ITE Trip Generation Manual, 10th Edition. The development is expected to produce the following trips:  Average Daily Trips: 4,836  AM Peak Entering Site: 170  AM Peak Exiting Site: 54  PM Peak Entering Site: 212  PM Peak Exiting Site: 316 A trip generation report is included in Appendix B. Distribution of Site-Generated Traffic Site-generated traffic was routed onto adjacent streets according to the distribution in Figure 4. Site- generated traffic volumes are shown in Figure 6. Total Traffic Total traffic is the sum of background and site-generated traffic. JR forecasted total traffic volumes at the study intersections in the years 2023 (Opening Day) and 2040 (Future Year). Total traffic volumes are shown in Figure 8 (2023) and Figure 10 (2040). Mulberry and I-25 Development – Traffic Impact Study 10 | P a g e Figure 4: Site-Generated Trip Distribution Mulberry and I-25 Development –Traffic Impact Study 11 |P a g e Recent (2018) Traffic Volumes Existing traffic volumes at the external study intersections are included in Figure 5. Existing lane geometry is shown. Figure 5:Recent (2018) Traffic Volumes A Cloverleaf Access Legend AM (PM) Stop Control Frontage Rd6 (4) 70 (68) 4 (25) 140 (126)81 (111)26 (109)1 A1 832 (571) 31 (36) 58 (39) 377 (841) 55 (118) 117 (130)126 (131)21 (66)58 (120)149 (118)35 (39)26 (37)Mulberry St Frontage Rd Site-Generated Traffic Volumes Site-generated traffic volumes at the study intersections are included in Figure 6. Figure 6:Site-Generated Traffic Volumes 12 |P a g e 1 46 (57) 76 (94)30 (38)24 (142)9 (58)14 (85)Mulberry St Frontage Rd2 Site Access 3 4 Legend AM (PM) Stop Control Frontage Rd151 (187)47 (281)32 (178)14 (11)3 (10)125 (99)47 (281)151 (187)Cloverleaf Access Frontage RdSite Access Frontage RdMulberry and I-25 Development –Traffic Impact Study 2 (12)4 (20) Opening Day (2023) Background Traffic Volumes 2023 background traffic volumes at the study intersections are included in Figure 7. Proposed lane geometry is shown. Figure 7:Opening Day (2023) Background Traffic Volumes 13 |P a g e 1 919 (630) 34 (40) 64 (43) 416 (929) 61 (130) 129 (144)139 (145)23 (73)64 (132)165 (130)39 (43)29 (41)Mulberry St Frontage Rd2 Site Access 3 4 Legend AM (PM) Stop Control Frontage Rd118 (243)232 (214)159 (167)7 (4) 77 (75) 4 (0) 155 (139)89 (123)29 (120)Cloverleaf Access Frontage RdSite Access Frontage RdMulberry and I-25 Development –Traffic Impact Study 118 (243) Opening Day (2023) Total Traffic Volumes 2023 total traffic volumes at the study intersections are included in Figure 8. Proposed lane geometry is shown. Figure 8:Opening Day (2023) Total Traffic Volumes 14 |P a g e 1 919 (630) 80 (97) 64 (43) 416 (929) 136 (226) 129 (144)139 (145)53 (111)64 (132)188 (272)48 (100)43 (126)Mulberry St Frontage Rd2 Site Access Legend AM (PM) Stop Control Frontage Rd5 (5) 5 (5)5 (5)269 (430)5 (5)5 (5)279 (494)3 4 5 (20) 36 (178)14 (11)162 (177)120 (255)132 (99)7 (5) 77 (76) 5 (5) 201 (416)241 (311)29 (120)Cloverleaf Access Frontage RdSite Access Frontage RdMulberry and I-25 Development –Traffic Impact Study Future (2040) Background Traffic Volumes 2040 background traffic volumes at the study intersections are included in Figure 9. Proposed lane geometry is shown. Figure 9:Future (2040) Background Traffic Volumes 15 |P a g e 1 1286 (883) 48 (56) 90 (60) 583 (1300) 85 (182) 181 (201)195 (203)32 (102)90 (186)230 (182)54 (60)40 (57)Mulberry St Frontage Rd2 Site Access Legend AM (PM) Stop Control Frontage Rd165 (340)325 (300)3 4223 (233)165 (340)9 (6) 108 (105) 6 (0) 216 (195)125 (172)40 (169)Cloverleaf Access Frontage RdSite Access Frontage RdMulberry and I-25 Development –Traffic Impact Study Future (2040) Total Traffic Volumes 2040 total traffic volumes at the study intersections are included in Figure 10. Proposed lane geometry is shown. Figure 10:Future (2040) Total Traffic Volumes 16 |P a g e 1 1286 (883) 93 (113) 90 (60) 583 (1300) 161 (278) 181 (201)195 (203)63 (140)90 (186)254 (325)63 (117)54 (143)Mulberry St Frontage Rd2 Site Access Legend AM (PM) Stop Control Frontage Rd5 (5) 5 (5)5 (5)317 (527)5 (5)5 (5)371 (580)3 4 5 (20) 38 (178)14 (11)226 (244)167 (352)134 (99)9 (6) 108 (106) 6 (5) 263 (472)125 (360)40 (169)Cloverleaf Access Frontage RdSite Access Frontage RdMulberry and I-25 Development –Traffic Impact Study Mulberry and I-25 Development – Traffic Impact Study 17 | P a g e Traffic Operations Analysis Traffic operations were analyzed using HCM 6th Edition methodology. Synchro reports are included in Appendix C. Levels of Service JR analyzed each of the Study intersections for peak hour level of service (LOS). Table 1 includes the LOS for recent traffic in the year 2018. Table 2 includes the forecasted LOS for background and total traffic in the year 2023. Table 3 includes the forecasted LOS for background and total traffic in the year 2040. In each of these tables, seconds of delay are shown in parentheses for movements/approaches operating at LOS F. Note: Intersection 1 (Mulberry Street & Frontage Road) was not analyzed in coordination with upstream and downstream signals along Mulberry Street. Table 1: Recent (2018) Levels of Service Intersection Movement/ Approach AM Peak LOS PM Peak LOS Intersection 1 (Mulberry & Frontage) EB Left C C EB Through C D EB Right C C WB Left C C WB Through F (123s) D WB Right C C NB Left C C NB T/R C C SB Approach D D OVERALL E D Intersection A (Frontage & Cloverleaf Access) EB Approach C B WB Approach C C NB Approach A B OVERALL B B Mulberry and I-25 Development – Traffic Impact Study 18 | P a g e Table 2: Opening Day (2023) Levels of Service Intersection Movement/ Approach AM Peak LOS PM Peak LOS Background Traffic Total Traffic Background Traffic Total Traffic Intersection 1 (Mulberry & Frontage) EB Left C C C C EB Through D C C D EB Right D C C C WB Left C C C C WB Through C C C D WB Right C C C C NB Left D D D D NB T/R C C C C SB Left C C D D SB Through C C C C SB Right A A A A OVERALL C C C D Intersection 2 (Frontage & Site Access) EB Right A A A A WB Right A B A B NB Left A A A B Intersection 3 Roundabout (Frontage & Cloverleaf Access) EB Approach A A A A WB Approach A A A A NB Approach A A A A Intersection 4 Roundabout (Frontage & Site Access) WB Approach A A A A NB Approach A A A A SB Approach A A A A Mulberry and I-25 Development – Traffic Impact Study 19 | P a g e Table 3: Future Year (2040) Levels of Service Intersection Movement/ Approach AM Peak LOS PM Peak LOS Background Traffic Total Traffic Background Traffic Total Traffic Intersection 1 (Mulberry & Frontage) EB Left B C C C EB Through B B D D EB Right B B C C WB Left B B C C WB Through C C C D WB Right B B C C NB Left E E E E NB T/R D D D D SB Left D D D D SB Through D D D D SB Right A A A A OVERALL C C D D Intersection 2 (Frontage & Site Access) EB Right A A A A WB Right A B A B NB Left A B A B Intersection 3 Roundabout (Frontage & Cloverleaf Access) EB Approach A A A A WB Approach A A A A NB Approach A A A A Intersection 4 Roundabout (Frontage & Site Access) WB Approach A A A A NB Approach A A A A SB Approach A A A A Discussion on Levels of Service With 2018 traffic volumes, there are some operational concerns with Intersection 1. In the AM peak hour, the WBT movement fails and the intersection operates at LOS E overall. Note that the existing condition involves the 5-leg configuration of Mulberry & Frontage. In 2023, overall levels of service for Intersection 1 are anticipated to improve, compared to 2018. Additional traffic volumes in 2023 are expected to be offset by improvements to Intersection 1. In 2040, the movements at Intersection 1 are expected to operate at LOS D or better except for the NBL movement. The NBL movement is expected to operate at LOS E in the AM and PM peak hours. The overall intersection is expected to operate at LOS D or better. Movements at the internal Study intersections are expected to operate at LOS B or better. Mulberry and I-25 Development – Traffic Impact Study 20 | P a g e In both 2023 and 2040, comparisons between background traffic and total traffic suggest that site-generated traffic has little effect on levels of service at the Study intersections. Queue Lengths JR analyzed each of the Study intersections for 95th percentile queue lengths. Table 4 includes the queue lengths for recent traffic in the year 2018. Table 5 includes the forecasted queue lengths for the year 2023 with background and total traffic. Table 6 includes the forecasted queue lengths for the year 2040 with background and total traffic. Table 4: Recent (2018) Queue Lengths Intersection Movement/ Approach AM Peak Queue (ft) PM Peak Queue (ft) Intersection 1 (Mulberry & Frontage) EB Left 89 257 EB Through 141 376 EB Right <25 27 WB Left 47 34 WB Through 404 223 WB Right <25 <25 NB Left 109 122 NB T/R 44 114 SB Approach 100 128 Intersection A (Frontage & Cloverleaf Access) EB Approach 29 34 WB Approach 54 53 NB Approach 31 101 Mulberry and I-25 Development – Traffic Impact Study 21 | P a g e Table 5: Opening Day (2023) Queue Lengths Intersection Movement/ Approach AM Peak Queue (ft) Background AM Peak Queue (ft) Total PM Peak Queue (ft) Background PM Peak Queue (ft) Total Intersection 1 (Mulberry & Frontage) EB Left 42 88 81 143 EB Through 192 151 397 416 EB Right 27 36 49 54 WB Left 51 47 38 40 WB Through 294 404 265 310 WB Right <25 <25 <25 <25 NB Left 173 181 187 189 NB T/R 62 121 197 251 SB Left 25 34 33 80 SB Through 62 75 66 125 SB Right <25 <25 <25 <25 Intersection 2 (Frontage & Site Access) EB Right <25 <25 <25 <25 WB Right <25 <25 <25 <25 NB Left <25 <25 <25 <25 Intersection 3 Roundabout (Frontage & Cloverleaf Access) EB Approach 25 25 <25 50 WB Approach <25 <25 <25 <25 NB Approach <25 25 25 50 Intersection 4 Roundabout (Frontage & Site Access) WB Approach <25 <25 <25 25 NB Approach <25 25 25 25 SB Approach <25 25 <25 25 Mulberry and I-25 Development – Traffic Impact Study 22 | P a g e Table 6: Future Year (2040) Queue Lengths Intersection Movement/ Approach AM Peak Queue (ft) Background AM Peak Queue (ft) Total PM Peak Queue (ft) Background PM Peak Queue (ft) Total Intersection 1 (Mulberry & Frontage) EB Left 53 177 111 275 EB Through 217 210 606 625 EB Right 42 41 82 85 WB Left 62 60 47 48 WB Through 592 602 392 434 WB Right <25 <25 <25 <25 NB Left 293 285 286 286 NB T/R 81 160 343 429 SB Left 33 41 42 88 SB Through 82 94 86 148 SB Right <25 <25 <25 <25 Intersection 2 (Frontage & Site Access) EB Right <25 <25 <25 <25 WB Right <25 <25 <25 <25 NB Left <25 <25 <25 <25 Intersection 3 Roundabout (Frontage & Cloverleaf Access) EB Approach 25 25 25 50 WB Approach <25 25 <25 <25 NB Approach <25 25 25 50 Intersection 4 Roundabout (Frontage & Site Access) WB Approach <25 <25 <25 25 NB Approach <25 25 25 50 SB Approach 25 25 25 25 Discussion on Queue Lengths In the 2018 condition, some concerns with queuing exist. Queuing for the WBT and EBT movements may block access to turn lanes. There is also a concern with the 5-leg intersection configuration studied in the 2018 condition. The intersection is non-standard and may adversely impact queuing. In 2023, queuing at the internal Study intersections is expected to be minimal. At Intersection 1, queuing is anticipated to be acceptable. In 2040, queuing at the internal Study intersections is expected to be minimal. At Intersection 1, queuing for EB and WB through movements may restrict access to turn lanes on the EB and WB approaches. Queue lengths for the EB and WB through movements are similar with background traffic and total traffic. This suggests that much of this queueing is a result of background traffic, not site-generated traffic. Mulberry and I-25 Development – Traffic Impact Study 23 | P a g e Conclusion Below is a summary of conclusions and findings of this TIS. Intersection Improvements Improvements are recommended for Intersection 1 (Mulberry Street & Frontage Road). This includes adding dual left-turn lanes on the eastbound and southbound approaches. In addition, it may benefit traffic operations to channelize the SBR movement at this intersection. Access to Cloverleaf Community Access to the Cloverleaf Community will be improved by the Project. The access will be fixed by removing the non-standard existing intersection, and replacing it with a roundabout that is expected to operate well. Levels of Service In 2040, the movements at Intersection 1 are expected to operate at LOS D or better except for the NBL movement. The NBL movement is expected to operate at LOS E in the AM and PM peak hours. The overall intersection is expected to operate at LOS D or better. In 2040, levels of service at the internal Study intersections are expected to be satisfactory, with all movements operating at LOS B or better. Queue Lengths At Intersection 1 in 2040, queues for the eastbound (EB) and westbound (WB) through movements may restrict access to the EB and WB turn lanes. This is a result of regional traffic growth along the Mulberry Street corridor and not caused by the Project. Queue lengths at the internal Study intersections are expected to be satisfactory. Most 95th percentile queue lengths at these intersections represent only one or two vehicles. Mulberry and I-25 Development – Traffic Impact Study 24 | P a g e Appendix A Traffic Memo by Delich Associates DELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 MEMORANDUM TO: Steve Showflick, Miller Real Estate Investments Linda Ripley, Ripley Design FROM: Matt Delich/Michael Delich DATE: December 13, 2018 SUBJECT: Mulberry/I-25 Property Traffic Analysis – Rerouting the Cloverleaf Access to the East Frontage Road (File: 1843ME03) This memorandum documents analyses performed at the Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection, as well as future intersections, in a scenario where the existing Cloverleaf Access is closed and rerouted through the Mulberry/I-25 Property to the East Frontage Road, approximately 1055 feet west of the Mulberry (SH14)/East Frontage Road. The analysis will measure the impact to the delay of the north leg of the Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection (vehicles directly impacted by the rerouting), as well as the impact to the entire system of the Mulberry (SH14)/East Frontage Road-Cloverleaf Access and future intersections. The conclusions will be put in terms of savings of delay to vehicles impact by the rerouting of the Cloverleaf Access. Figure 1 shows the proposed rerouting plan for the Cloverleaf Access, as well as the travel data associated with the rerouting plan. The proposed rerouting will eliminate the need for the East Frontage Road/Cloverleaf Access intersection, and will create a new intersection at the East Frontage Road and the new Temporary Access. The existing geometry at the Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection is shown in Figure 2. The Mulberry (SH14)/East Frontage Road- Cloverleaf Access intersection is an unconventional intersection in that there are essentially five legs in the intersection. The signal must run separate phases for Mulberry Street, the south leg of the East Frontage Road, the north leg of the East Frontage Road, and the Cloverleaf Access. The Highway Capacity Manual (HCM) program within the SYNCHRO analysis software does not analyze intersections with more than four legs. Therefore, the delays on the SYNCHRO analysis worksheet will be used for the Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection for the existing condition, as well as the future rerouted condition. The SYNCHRO analysis worksheet for stop sign control does not display delay or level of service. Therefore, the delays on the HCM, 6th Edition worksheet will be used for the East Frontage Road/Temporary Access intersection. Recent peak hour traffic volumes at the Mulberry (SH14)/East Frontage Road- Cloverleaf Access intersection are shown in Figure 3. The traffic counts were obtained in June 2018. Raw traffic data is provided in Appendix A. Figure 4 shows the recent peak hour traffic with the rerouted Cloverleaf Access. DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 The existing configuration of the Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection was evaluated using techniques provided in the SYNCHRO analysis software. The Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection was analyzed using a signal cycle of 120 seconds. Mulberry Street was run with protected/permissive left-turns and the “minimum” setting for the recall for the traffic on all legs. The signal timing was allowed to “optimize” in the SYNCHRO software. The Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection peak hour operation is displayed in Table 1. Calculation forms are provided in Appendix B. A description of level of service for signalized and unsignalized intersections from the 2010 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (intersections) are also provided in Appendix B. Using the volumes shown in Figure 4, the Mulberry (SH14)/East Frontage Road intersection, as a conventional four-legged intersection, and the East Frontage Road/Temporary Access intersection are shown in Table 2. Calculation forms are provided in Appendix C. Both Mulberry Street and the East Frontage Road were run with protected/permissive left-turns and the “minimum” setting for the recall for the traffic on all legs. In order to determine how much the rerouting of the Cloverleaf Access improves the Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection, the total delay to the impacted movements was calculated for the north leg of the intersection, as well as for the entire system of the Mulberry (SH14)/East Frontage Road-Cloverleaf Access and future intersections. Table 3 shows the calculated travel time for the various street segments involved with the rerouting of the Cloverleaf Access. Tables 4 and 5 display the respective morning and afternoon peak hour total delay for the various impacted movements of the north leg of the Mulberry (SH14)/East Frontage Road-Cloverleaf Access and future intersections. Tables 4 and 5 show the existing configuration and the rerouted Cloverleaf Access scenario. With the rerouted Cloverleaf Access, there would be a total savings in delay to the north leg (vehicles directly impacted by the rerouting) of 11,637.1 seconds (193.95 minutes/3.23 hours) in the morning peak hour and a savings in delay of 16,372.4 seconds (272.87 minutes/4.55 hours) in the afternoon peak hour. The average delay per vehicle for the north leg movements with the existing configuration is approximately 41.8 seconds in the morning peak hour and 40.2 seconds in the afternoon peak hour. With the rerouted Cloverleaf Access, the average delay per vehicle for the north leg movements is approximately 21.6 seconds in the morning peak hour and 25.3 seconds in the afternoon peak hour. This is an average 42.7 percent improvement in delay for the north leg during the peak hours with the rerouted Cloverleaf Access. Tables 6 and 7 display the respective morning and afternoon peak hour total delay for the various impacted movements of the entire system of the Mulberry (SH14)/East Frontage Road-Cloverleaf Access and future intersections. Tables 6 and 7 show the existing configuration and the rerouted Cloverleaf Access scenario. With the rerouted Cloverleaf Access, there would be a total savings in delay for the entire DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 intersection system of 43,383.8 seconds (723.06 minutes/12.05 hours) in the morning peak hour and a savings in delay of 49,872.3 seconds (831.21 minutes/13.85 hours) in the afternoon peak hour. The average delay per vehicle for the entire intersection system with the existing configuration is approximately 38.6 seconds in the morning peak hour and 37.2 seconds in the afternoon peak hour. With the rerouted Cloverleaf Access, the average delay per vehicle for the entire intersection system is approximately 18.4 seconds in the morning peak hour and 19.7 seconds in the afternoon peak hour. This is an average 49.7 percent improvement in delay for the entire intersection system during the peak hours with the rerouted Cloverleaf Access. It is concluded that, with the rerouted Cloverleaf Access scenario, the Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection and future intersections will operate significantly better than the existing intersection configuration. Although the distance travelled for the Cloverleaf residents will be greater, the improved operation of the Mulberry (SH14)/East Frontage Road intersection will improve the travel time by approximately 43 percent during the peak hours. The improvement (reduction) in delay for the entire Mulberry (SH14)/East Frontage Road-Cloverleaf Access intersection system will be approximately 50 percent. 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REROUTING PLAN & TRAVEL DATA Figure 1 DELICH ASSOCIATES Mulberry/I-25 Property - Rerouting the Cloverleaf Access December 2018 East Frontage Road Cloverleaf Access Temporary Access New Cloverleaf Access XXXXXXClose Spruce Street SCALE: 1"=200' 1300 feet(0.246 miles) 1055 feet (0.198 miles) 730 feet (0.138 miles) Comm/Ind Local 25 mph (0.006944 mi/sec) Major Collector 35 mph (0.009722 mi/sec) Cloverleaf 15 mph (0.004167 mi/sec) EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Mulberry (SH14) Cloverleaf AccessEast Frontage Road East Frontage Road- Denotes Lane - Right-turn Acceleration Lane Mulberry/I-25 Property - Rerouting the Cloverleaf Access December 2018 AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Mulberry (SH14) Cloverleaf AccessEast Frontage Road East Frontage Road126/13121/6658/120149/11835/3926/3755/118 377/841 117/130 31/36 832/571 58/39 6/4 70/68 4/25 140/126 81/11126/109Mulberry/I-25 Property - Rerouting the Cloverleaf Access December 2018 AM/PM RECENT PEAK HOUR TRAFFIC WITH REROUTED CLOVERLEAF ACCESS Figure 4 DELICH ASSOCIATES Mulberry (SH14) Cloverleaf Access East Frontage Road East Frontage Road126/13121/6658/120149/11835/3926/3755/118 377/841 117/130 31/36 832/571 58/39 210/194 107/220Spruce6/470/682 6/1 0 9 8 1/1 1 1 4 / 2 5 1 4 0 / 1 2 6 Tem poraryAccessMulberry/I-25 Property - Rerouting the Cloverleaf Access December 2018 DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 TABLE 1 Current Peak Hour Operation with Existing Signal Configuration Intersection Movement Level of Service AM Average Delay PM Average Delay Mulberry (SH14)/East Frontage Road-Cloverleaf Access (signal) EB LT C 21.9 secs C 22.2 secs EB T C 30.6 secs D 40.9 secs EB RT A 0.8 secs A 1.7 secs EB APPROACH C 23.4 secs C 34.2 secs WB LT B 19.8 secs C 20.1 secs WB T D 45.4 secs D 36.6 secs WB RT C 29.0 secs C 29.1 secs WB APPROACH D 43.2 secs D 35.2 secs NB LT E 65.7 secs E 68.6 secs NB T D 47.7 secs D 52.0 secs NB RT A 1.1 secs A 2.5 secs NB APPROACH D 45.6 secs D 40.1 secs East Frontage Road/Cloverleaf Access (signal) EB T/RT E 66.4 secs F 93.0 secs WB LT/T F 81.3 secs F 89.2 secs NB LT/RT A 1.9 secs A 1.6 secs DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 TABLE 2 Current Peak Hour Operation with Rerouted Cloverleaf Access & Conventional Signal Timing Intersection Movement Level of Service AM Average Delay PM Average Delay Mulberry (SH14)/East Frontage Road (signal) EB LT A 9.1 secs A 9.6 secs EB T B 15.8 secs C 21.0 secs EB RT A 3.7 secs A 3.5 secs EB APPROACH B 12.6 secs B 17.7 secs WB LT A 8.2 secs A 8.4 secs WB T C 21.3 secs B 17.2 secs WB RT A 0.1 secs A 0.2 secs WB APPROACH B 19.8 secs B 15.7 secs NB LT B 19.9 secs C 21.3 secs NB T C 25.8 secs C 29.0 secs NB RT A 0.9 secs A 8.6 secs NB APPROACH B 15.1 secs B 18.1 secs SB LT B 17.1 secs B 18.6 secs SB T/RT B 15.1 secs B 17.1 secs SB APPROACH B 15.4 secs B 17.4 secs East Frontage Road/Temporary Access (stop sign) SB LT/RT B 10.5 secs B 11.3 secs EB LT A 7.5 secs A 7.8 secs OVERALL A 2.5 secs A 2.3 secs DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 TABLE 3 Travel Distance Times Segment Length Speed Travel Time Spruce Street to East Frontage Road via Reroute 0.246 miles 0.006944 mi/sec 35.4 secs East Frontage Road to Mulberry Intersection 0.198 miles 0.009722 mi/sec 20.4 secs Total 0.444 miles 55.8 secs Spruce Street to Mulberry Intersection via Cloverleaf Access 0.138 miles 0.004167 mi/sec 33.1 secs DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 TABLE 4 Cloverleaf Rerouting Evaluation North Leg Only Existing Peak Hour Traffic – Morning Peak Hour Intersection Avg. Delay/Vehicle (secs.) Volume Total Delay (secs.) Condition: Current Cloverleaf Access Location Mulberry/East Frontage Road EB LT 21.9 55 1204.5 WB RT 29.0 31 899.0 NB T 47.7 21 1001.7 East Frontage Road/Cloverleaf Access EB T/RT 66.4 144 9561.6 WB LT/T 81.3 76 6178.8 NB LT/RT 1.9 107 203.3 Travel Time from Spruce Street to Mulberry Intersection via Cloverleaf Access 33.1 76 2515.6 Travel Time from Mulberry Intersection to Spruce Street via Cloverleaf Access 33.1 26 860.6 Total 536 22,425.1 Condition: Cloverleaf Traffic Rerouted to East Frontage Road Mulberry/East Frontage Road EB LT 9.1 55 500.5 WB RT 0.1 31 3.1 NB T 25.8 21 541.8 SB LT 17.1 26 444.6 SB T/RT 15.1 184 2778.4 East Frontage Road/Temporary Access SB LT/RT 10.5 76 798.0 EB LT 7.5 4 30.0 Travel Time from Spruce Street to Mulberry Intersection via Reroute 55.8 76 4240.8 Travel Time from Mulberry Intersection to Spruce Street via Reroute 55.8 26 1450.8 Total 499 10,788.0 DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 TABLE 5 Cloverleaf Rerouting Evaluation North Leg Only Existing Peak Hour Traffic – Afternoon Peak Hour Intersection Avg. Delay/Vehicle (secs.) Volume Total Delay (secs.) Condition: Current Cloverleaf Access Location Mulberry/East Frontage Road EB LT 22.2 118 2619.6 WB RT 29.1 36 1047.6 NB T 52.0 66 3432.0 East Frontage Road/Cloverleaf Access EB T/RT 93.0 151 14,043.0 WB LT/T 89.2 72 6422.4 NB LT/RT 1.6 220 352.0 Travel Time from Spruce Street to Mulberry Intersection via Cloverleaf Access 33.1 72 2383.2 Travel Time from Mulberry Intersection to Spruce Street via Cloverleaf Access 33.1 109 3607.9 Total 844 33,907.7 Condition: Cloverleaf Traffic Rerouted to East Frontage Road Mulberry/East Frontage Road EB LT 9.6 118 1132.8 WB RT 0.2 36 7.2 NB T 29.0 66 1914.0 SB LT 18.6 37 688.2 SB T/RT 17.1 157 2684.7 East Frontage Road/Temporary Access SB LT/RT 11.3 72 813.6 EB LT 7.8 25 195.0 Travel Time from Spruce Street to Mulberry Intersection via Reroute 55.8 72 4017.6 Travel Time from Mulberry Intersection to Spruce Street via Reroute 55.8 109 6082.2 Total 692 17,535.3 DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 TABLE 6 Cloverleaf Rerouting Evaluation Entire System Existing Peak Hour Traffic – Morning Peak Hour Intersection Avg. Delay/Vehicle (secs.) Volume Total Delay (secs.) Condition: Current Cloverleaf Access Location Mulberry/East Frontage Road EB LT 21.9 55 1204.5 EB T 30.6 377 11,536.2 EB RT 0.8 117 93.6 WB LT 19.8 58 1148.4 WB T 45.4 832 37,772.8 WB RT 29.0 31 899.0 NB LT 65.7 126 8278.2 NB T 47.7 21 1001.7 NB RT 1.1 58 63.8 East Frontage Road/Cloverleaf Access EB T/RT 66.4 144 9561.6 WB LT/T 81.3 76 6178.8 NB LT/RT 1.9 107 203.3 Travel Time from Spruce Street to Mulberry Intersection via Cloverleaf Access 33.1 76 2515.6 Travel Time from Mulberry Intersection to Spruce Street via Cloverleaf Access 33.1 26 860.6 Total 2104 81,318.1 Condition: Cloverleaf Traffic Rerouted to East Frontage Road Mulberry/East Frontage Road EB LT 9.1 55 500.5 EB T 15.8 377 5956.6 EB RT 3.7 117 432.9 WB LT 8.2 58 475.6 WB T 21.3 832 17,721.6 WB RT 0.1 31 3.1 NB LT 19.9 126 2507.4 NB T 25.8 21 541.8 NB RT 0.9 58 52.2 SB LT 17.1 26 444.6 SB T/RT 15.1 184 2778.4 East Frontage Road/Temporary Access SB LT/RT 10.5 76 798.0 EB LT 7.5 4 30.0 Travel Time from Spruce Street to Mulberry Intersection via Reroute 55.8 76 4240.8 Travel Time from Mulberry Intersection to Spruce Street via Reroute 55.8 26 1450.8 Total 2061 37,934.3 DELICH Mulberry/I-25 Property – Rerouting the Cloverleaf Access ASSOCIATES December 2018 TABLE 7 Cloverleaf Rerouting Evaluation Entire System Existing Peak Hour Traffic – Afternoon Peak Hour Intersection Avg. Delay/Vehicle (secs.) Volume Total Delay (secs.) Condition: Current Cloverleaf Access Location Mulberry/East Frontage Road EB LT 22.2 118 2619.6 EB T 40.9 841 34,396.9 EB RT 1.7 130 221.0 WB LT 20.1 39 783.9 WB T 36.6 571 20,898.6 WB RT 29.1 36 1047.6 NB LT 68.6 131 8986.6 NB T 52.0 66 3432.0 NB RT 2.5 120 300.0 East Frontage Road/Cloverleaf Access EB T/RT 93.0 151 14,043.0 WB LT/T 89.2 72 6422.4 NB LT/RT 1.6 220 352.0 Travel Time from Spruce Street to Mulberry Intersection via Cloverleaf Access 33.1 72 2383.2 Travel Time from Mulberry Intersection to Spruce Street via Cloverleaf Access 33.1 109 3607.9 Total 2676 99,494.7 Condition: Cloverleaf Traffic Rerouted to East Frontage Road Mulberry/East Frontage Road EB LT 9.6 118 1132.8 EB T 21.0 841 17,661.0 EB RT 3.5 130 455.0 WB LT 8.4 39 327.6 WB T 17.2 571 9821.2 WB RT 0.2 36 7.2 NB LT 21.3 131 2790.3 NB T 29.0 66 1914.0 NB RT 8.6 120 1032.0 SB LT 18.6 37 688.2 SB T/RT 17.1 157 2684.7 East Frontage Road/Temporary Access SB LT/RT 11.3 72 813.6 EB LT 7.8 25 195.0 Travel Time from Spruce Street to Mulberry Intersection via Reroute 55.8 72 4017.6 Travel Time from Mulberry Intersection to Spruce Street via Reroute 55.8 109 6082.2 Total 2524 49,622.4 Mulberry and I-25 Development – Traffic Impact Study 25 | P a g e Appendix B Trip Generation Report 39 Trip Generation SummaryOpen Date:Analysis Date:1/19/20221/19/2022Project: New ProjectAlternative: Alternative 1Phase:ITE Land UseEnter Exit Enter ExitEnter ExitTotalTotal Total***Weekday Average Daily TripsWeekday AM Peak Hour ofAdjacent Street TrafficWeekday PM Peak Hour ofAdjacent Street Traffic110 C-S Industrial147 1000 Sq. Ft. GFA365 364 729 91 12 103 12 81 93150 C-S Warehouse147 1000 Sq. Ft. GFA128 128 256 19 6 25 8 20 28811 Equipment Rental18 1000 Sq. Ft. GFA00 5 13 18820 C-S Retail49 1000 Sq. Ft. GLA925 925 1850 29 17 46 90 97 187820 C-G Retail53 1000 Sq. Ft. GLA1001 1000 2001 31 19 50 97 105 202Unadjusted Volume2419 2417 4836 170 54 224 212 316 528Internal Capture Trips0 0 0 0 0 0 0 0 00 0 0 0 0 0 66 66 1322419 2417 4836 170 54 224 146 250 396Pass-By TripsVolume Added to Adjacent StreetsTotal Weekday Average Daily Trips Internal Capture = 0 PercentTotal Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 PercentTotal Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 PercentP. 1TRIP GENERATION 10, TRAFFICWARE, LLCSource: Institute of Transportation Engineers, Trip Generation Manual 10th Edition- Custom rate used for selected time period.* Mulberry and I-25 Development – Traffic Impact Study 26 | P a g e Appendix C Synchro Reports 41 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 377 117 58 832 31 126 21 58 26 35 149 Future Volume (vph) 55 377 117 58 832 31 126 21 58 26 35 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 0 0 Storage Lanes 1 1 1 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 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 0.890 0.904 Flt Protected 0.950 0.950 0.950 0.994 Satd. Flow (prot) 991 3539 1583 1770 3539 1583 1770 1658 0 0 1674 0 Flt Permitted 0.234 0.423 0.950 0.994 Satd. Flow (perm) 244 3539 1583 788 3539 1583 1770 1658 0 0 1674 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 184 184 66 143 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 754 319 Travel Time (s) 8.0 6.9 17.1 7.3 Peak Hour Factor 0.92 0.92 0.92 0.93 0.93 0.93 0.88 0.88 0.88 0.89 0.89 0.89 Adj. Flow (vph) 60 410 127 62 895 33 143 24 66 29 39 167 Shared Lane Traffic (%) Lane Group Flow (vph) 60 410 127 62 895 33 143 90 0 0 235 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Split NA Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 2 6 6 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 8 8 4 4 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 Minimum Split (s) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 10.5 22.5 22.5 10.5 22.5 22.5 23.5 23.5 23.5 23.5 Total Split (%) 13.1% 28.1% 28.1% 13.1% 28.1% 28.1% 29.4% 29.4% 29.4% 29.4% Maximum Green (s) 5.0 17.0 17.0 5.0 17.0 17.0 18.0 18.0 18.0 18.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 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 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 20.9 17.1 17.1 20.9 17.1 17.1 18.1 18.1 18.1 Actuated g/C Ratio 0.27 0.22 0.22 0.27 0.22 0.22 0.23 0.23 0.23 v/c Ratio 0.53 0.53 0.26 0.23 1.15 0.07 0.35 0.21 0.47 Control Delay 38.7 30.4 2.9 20.3 115.2 0.3 28.8 11.7 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.7 30.4 2.9 20.3 115.2 0.3 28.8 11.7 14.7 LOS D C A C F A C B B Approach Delay 25.4 105.4 22.2 14.7 Approach LOS C F C B Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 77.9 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.15 Intersection Signal Delay: 62.4 Intersection LOS: E Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 60 410 127 62 895 33 143 90 235 v/c Ratio 0.53 0.53 0.26 0.23 1.15 0.07 0.35 0.21 0.47 Control Delay 38.7 30.4 2.9 20.3 115.2 0.3 28.8 11.7 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.7 30.4 2.9 20.3 115.2 0.3 28.8 11.7 14.7 Queue Length 50th (ft) 37 96 0 21 ~288 0 61 10 38 Queue Length 95th (ft) #89 141 17 47 #404 0 109 44 100 Internal Link Dist (ft) 507 425 674 239 Turn Bay Length (ft) 200 200 250 300 200 Base Capacity (vph) 113 775 490 275 775 490 410 435 497 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.53 0.26 0.23 1.15 0.07 0.35 0.21 0.47 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 377 117 58 832 31 126 21 58 26 35 149 Future Volume (veh/h) 55 377 117 58 832 31 126 21 58 26 35 149 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 60 410 127 62 895 33 143 24 0 29 39 167 Peak Hour Factor 0.92 0.92 0.92 0.93 0.93 0.93 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 144 784 350 278 763 340 405 425 46 62 266 Arrive On Green 0.05 0.22 0.22 0.05 0.21 0.21 0.23 0.23 0.00 0.23 0.23 0.23 Sat Flow, veh/h 998 3554 1585 1781 3554 1585 1781 1870 0 204 274 1172 Grp Volume(v), veh/h 60 410 127 62 895 33 143 24 0 235 0 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1649 0 0 Q Serve(g_s), s 3.7 8.0 5.4 2.1 17.0 1.3 5.3 0.8 0.0 10.2 0.0 0.0 Cycle Q Clear(g_c), s 3.7 8.0 5.4 2.1 17.0 1.3 5.3 0.8 0.0 10.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 0.12 0.71 Lane Grp Cap(c), veh/h 144 784 350 278 763 340 405 425 375 0 0 V/C Ratio(X) 0.42 0.52 0.36 0.22 1.17 0.10 0.35 0.06 0.63 0.00 0.00 Avail Cap(c_a), veh/h 154 784 350 307 763 340 405 425 375 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.4 27.2 26.1 22.8 31.1 24.9 25.7 23.9 0.0 27.6 0.0 0.0 Incr Delay (d2), s/veh 1.9 0.6 0.6 0.4 91.5 0.1 2.4 0.3 0.0 7.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.2 1.9 0.8 16.2 0.5 2.5 0.4 0.0 4.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.4 27.8 26.8 23.2 122.6 25.1 28.1 24.2 0.0 35.3 0.0 0.0 LnGrp LOS C C C C F C C C D A A Approach Vol, veh/h 597 990 167 235 Approach Delay, s/veh 27.5 113.1 27.5 35.3 Approach LOS C F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 23.0 23.5 9.7 22.5 23.5 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 17.0 18.0 5.0 17.0 18.0 Max Q Clear Time (g_c+I1), s 4.1 10.0 12.2 5.7 19.0 7.3 Green Ext Time (p_c), s 0.0 1.6 0.6 0.0 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 71.0 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 4 140 70 6 81 26 Future Volume (vph) 4 140 70 6 81 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.967 Flt Protected 0.956 0.964 Satd. Flow (prot) 1619 0 0 1781 1736 0 Flt Permitted 0.619 0.964 Satd. Flow (perm) 1619 0 0 1153 1736 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 179 25 Link Speed (mph) 30 30 30 Link Distance (ft) 558 287 319 Travel Time (s) 12.7 6.5 7.3 Peak Hour Factor 0.78 0.78 0.78 0.78 0.88 0.88 Adj. Flow (vph) 5 179 90 8 92 30 Shared Lane Traffic (%) Lane Group Flow (vph) 184 0 0 98 122 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (ft) 100 20 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Perm NA Prot Protected Phases 4 8 2 Permitted Phases 8 Detector Phase 4 8 8 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Lanes, Volumes, Timings JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 23.5 23.5 23.5 23.5 Total Split (s) 42.0 42.0 42.0 38.0 Total Split (%) 52.5% 52.5% 52.5% 47.5% Maximum Green (s) 36.5 36.5 36.5 32.5 Yellow Time (s) 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 9.7 9.7 35.3 Actuated g/C Ratio 0.17 0.17 0.63 v/c Ratio 0.43 0.49 0.11 Control Delay 7.3 28.3 4.3 Queue Delay 0.0 0.0 0.0 Total Delay 7.3 28.3 4.3 LOS A C A Approach Delay 7.3 28.3 4.3 Approach LOS A C A Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 56.1 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 11.5 Intersection LOS: B Intersection Capacity Utilization 32.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: E Frontage Road & Cloverleaf Access Queues JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT WBT NBL Lane Group Flow (vph) 184 98 122 v/c Ratio 0.43 0.49 0.11 Control Delay 7.3 28.3 4.3 Queue Delay 0.0 0.0 0.0 Total Delay 7.3 28.3 4.3 Queue Length 50th (ft) 1 28 10 Queue Length 95th (ft) 29 54 31 Internal Link Dist (ft) 478 207 239 Turn Bay Length (ft) Base Capacity (vph) 1122 755 1102 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.16 0.13 0.11 Intersection Summary HCM 6th Signalized Intersection Summary JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 7:00 am 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 4 140 70 6 81 26 Future Volume (veh/h) 4 140 70 6 81 26 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 179 90 8 92 30 Peak Hour Factor 0.78 0.78 0.78 0.78 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 9 335 254 17 757 247 Arrive On Green 0.22 0.22 0.22 0.22 0.59 0.59 Sat Flow, veh/h 43 1548 598 81 1294 422 Grp Volume(v), veh/h 0 184 98 0 123 0 Grp Sat Flow(s),veh/h/ln 0 1592 678 0 1730 0 Q Serve(g_s), s 0.0 5.7 3.9 0.0 1.8 0.0 Cycle Q Clear(g_c), s 0.0 5.7 9.6 0.0 1.8 0.0 Prop In Lane 0.97 0.92 0.75 0.24 Lane Grp Cap(c), veh/h 0 344 271 0 1013 0 V/C Ratio(X) 0.00 0.53 0.36 0.00 0.12 0.00 Avail Cap(c_a), veh/h 0 1047 816 0 1013 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 19.3 23.1 0.0 5.1 0.0 Incr Delay (d2), s/veh 0.0 1.3 0.8 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.0 1.2 0.0 0.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 20.6 23.9 0.0 5.4 0.0 LnGrp LOS A C C A A A Approach Vol, veh/h 184 98 123 Approach Delay, s/veh 20.6 23.9 5.4 Approach LOS C C A Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 38.0 17.5 17.5 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 32.5 36.5 36.5 Max Q Clear Time (g_c+I1), s 3.8 7.7 11.6 Green Ext Time (p_c), s 0.3 1.2 0.5 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 118 841 130 39 571 36 131 66 120 37 39 118 Future Volume (vph) 118 841 130 39 571 36 131 66 120 37 39 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 0 0 Storage Lanes 1 1 1 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 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 0.903 0.918 Flt Protected 0.950 0.950 0.950 0.991 Satd. Flow (prot) 991 3539 1583 1770 3539 1583 1770 1682 0 0 1695 0 Flt Permitted 0.192 0.196 0.950 0.991 Satd. Flow (perm) 200 3539 1583 365 3539 1583 1770 1682 0 0 1695 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 173 173 98 83 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 754 319 Travel Time (s) 8.0 6.9 17.1 7.3 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.90 0.90 0.90 0.91 0.91 0.91 Adj. Flow (vph) 126 895 138 42 621 39 146 73 133 41 43 130 Shared Lane Traffic (%) Lane Group Flow (vph) 126 895 138 42 621 39 146 206 0 0 214 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Split NA Split NA Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 2 6 6 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 8 8 4 4 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 Minimum Split (s) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 12.8 27.5 27.5 10.5 25.2 25.2 23.5 23.5 23.5 23.5 Total Split (%) 15.1% 32.4% 32.4% 12.4% 29.6% 29.6% 27.6% 27.6% 27.6% 27.6% Maximum Green (s) 7.3 22.0 22.0 5.0 19.7 19.7 18.0 18.0 18.0 18.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 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 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 29.1 24.8 24.8 23.2 18.2 18.2 18.0 18.0 18.0 Actuated g/C Ratio 0.35 0.30 0.30 0.28 0.22 0.22 0.22 0.22 0.22 v/c Ratio 0.91 0.85 0.23 0.23 0.81 0.08 0.38 0.47 0.50 Control Delay 82.9 38.9 3.3 20.2 40.0 0.3 32.0 19.4 22.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.9 38.9 3.3 20.2 40.0 0.3 32.0 19.4 22.2 LOS F D A C D A C B C Approach Delay 39.4 36.6 24.6 22.2 Approach LOS D D C C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 83.5 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 35.0 Intersection LOS: C Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 126 895 138 42 621 39 146 206 214 v/c Ratio 0.91 0.85 0.23 0.23 0.81 0.08 0.38 0.47 0.50 Control Delay 82.9 38.9 3.3 20.2 40.0 0.3 32.0 19.4 22.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.9 38.9 3.3 20.2 40.0 0.3 32.0 19.4 22.2 Queue Length 50th (ft) 83 250 0 14 163 0 67 49 60 Queue Length 95th (ft) #257 #376 27 34 223 0 122 114 128 Internal Link Dist (ft) 507 425 674 239 Turn Bay Length (ft) 200 200 250 300 200 Base Capacity (vph) 138 1050 591 185 835 505 381 439 430 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.85 0.23 0.23 0.74 0.08 0.38 0.47 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 841 130 39 571 36 131 66 120 37 39 118 Future Volume (veh/h) 118 841 130 39 571 36 131 66 120 37 39 118 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 126 895 138 42 621 39 146 73 0 41 43 130 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 195 941 420 163 761 340 386 405 69 73 220 Arrive On Green 0.09 0.26 0.26 0.04 0.21 0.21 0.22 0.22 0.00 0.22 0.22 0.22 Sat Flow, veh/h 998 3554 1585 1781 3554 1585 1781 1870 0 320 336 1015 Grp Volume(v), veh/h 126 895 138 42 621 39 146 73 0 214 0 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1672 0 0 Q Serve(g_s), s 7.3 20.6 5.8 1.5 13.8 1.6 5.8 2.6 0.0 9.6 0.0 0.0 Cycle Q Clear(g_c), s 7.3 20.6 5.8 1.5 13.8 1.6 5.8 2.6 0.0 9.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 0.19 0.61 Lane Grp Cap(c), veh/h 195 941 420 163 761 340 386 405 362 0 0 V/C Ratio(X) 0.65 0.95 0.33 0.26 0.82 0.11 0.38 0.18 0.59 0.00 0.00 Avail Cap(c_a), veh/h 195 941 420 203 842 376 386 405 362 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.8 30.0 24.6 25.6 31.1 26.3 27.8 26.5 0.0 29.2 0.0 0.0 Incr Delay (d2), s/veh 7.2 18.7 0.5 0.8 5.8 0.1 2.8 1.0 0.0 6.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 10.3 2.0 0.6 6.0 0.6 2.7 1.3 0.0 4.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.0 48.7 25.1 26.4 36.8 26.5 30.6 27.5 0.0 36.2 0.0 0.0 LnGrp LOS C D C C D C C C D A A Approach Vol, veh/h 1159 702 219 214 Approach Delay, s/veh 44.2 35.6 29.6 36.2 Approach LOS D D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.6 27.5 23.5 12.8 23.3 23.5 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 22.0 18.0 7.3 19.7 18.0 Max Q Clear Time (g_c+I1), s 3.5 22.6 11.6 9.3 15.8 7.8 Green Ext Time (p_c), s 0.0 0.0 0.6 0.0 1.4 0.5 Intersection Summary HCM 6th Ctrl Delay 39.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 25 126 68 4 111 109 Future Volume (vph) 25 126 68 4 111 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.887 0.933 Flt Protected 0.955 0.975 Satd. Flow (prot) 1652 0 0 1779 1694 0 Flt Permitted 0.647 0.975 Satd. Flow (perm) 1652 0 0 1205 1694 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 162 76 Link Speed (mph) 30 30 30 Link Distance (ft) 558 287 319 Travel Time (s) 12.7 6.5 7.3 Peak Hour Factor 0.78 0.78 0.78 0.78 0.91 0.91 Adj. Flow (vph) 32 162 87 5 122 120 Shared Lane Traffic (%) Lane Group Flow (vph) 194 0 0 92 242 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 2 1 2 1 Detector Template Thru Left Thru Left Leading Detector (ft) 100 20 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Perm NA Prot Protected Phases 2 6 8 Permitted Phases 6 Detector Phase 2 6 6 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Lanes, Volumes, Timings JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 23.5 23.5 23.5 23.5 Total Split (s) 41.0 41.0 41.0 44.0 Total Split (%) 48.2% 48.2% 48.2% 51.8% Maximum Green (s) 35.5 35.5 35.5 38.5 Yellow Time (s) 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 35.5 35.5 38.5 Actuated g/C Ratio 0.42 0.42 0.45 v/c Ratio 0.25 0.18 0.30 Control Delay 4.9 16.9 11.0 Queue Delay 0.0 0.0 0.8 Total Delay 4.9 16.9 11.8 LOS A B B Approach Delay 4.9 16.9 11.8 Approach LOS A B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.30 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: E Frontage Road & Cloverleaf Access Queues JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT WBT NBL Lane Group Flow (vph) 194 92 242 v/c Ratio 0.25 0.18 0.30 Control Delay 4.9 16.9 11.0 Queue Delay 0.0 0.0 0.8 Total Delay 4.9 16.9 11.8 Queue Length 50th (ft) 10 30 52 Queue Length 95th (ft) 34 53 101 Internal Link Dist (ft) 478 207 239 Turn Bay Length (ft) Base Capacity (vph) 784 503 808 Starvation Cap Reductn 0 0 322 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.25 0.18 0.50 Intersection Summary HCM 6th Signalized Intersection Summary JR Engineering 2: E Frontage Road & Cloverleaf Access 08/30/2022 Mulberry/I-25 5:00 pm 07/01/2018 Year 2018 Recent Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 25 126 68 4 111 109 Future Volume (veh/h) 25 126 68 4 111 109 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 162 87 5 122 120 Peak Hour Factor 0.78 0.78 0.78 0.78 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 112 567 471 25 382 376 Arrive On Green 0.42 0.42 0.42 0.42 0.45 0.45 Sat Flow, veh/h 268 1358 930 60 843 829 Grp Volume(v), veh/h 0 194 92 0 243 0 Grp Sat Flow(s),veh/h/ln 0 1626 990 0 1679 0 Q Serve(g_s), s 0.0 6.7 4.4 0.0 7.9 0.0 Cycle Q Clear(g_c), s 0.0 6.7 11.1 0.0 7.9 0.0 Prop In Lane 0.84 0.95 0.50 0.49 Lane Grp Cap(c), veh/h 0 679 496 0 760 0 V/C Ratio(X) 0.00 0.29 0.19 0.00 0.32 0.00 Avail Cap(c_a), veh/h 0 679 496 0 760 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.79 0.00 Uniform Delay (d), s/veh 0.0 16.4 19.8 0.0 14.9 0.0 Incr Delay (d2), s/veh 0.0 1.1 0.8 0.0 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 1.4 0.0 3.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.4 20.6 0.0 15.7 0.0 LnGrp LOS A B C A B A Approach Vol, veh/h 194 92 243 Approach Delay, s/veh 17.4 20.6 15.7 Approach LOS B C B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 41.0 41.0 44.0 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 35.5 35.5 38.5 Max Q Clear Time (g_c+I1), s 8.7 13.1 9.9 Green Ext Time (p_c), s 1.2 0.5 0.8 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 61 416 129 64 919 34 139 23 64 29 39 165 Future Volume (vph) 61 416 129 64 919 34 139 23 64 29 39 165 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.889 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1656 0 3433 1863 1583 Flt Permitted 0.190 0.292 0.950 0.950 Satd. Flow (perm) 396 3539 1583 544 3539 1583 1770 1656 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 173 123 73 185 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.92 0.92 0.92 0.93 0.93 0.93 0.88 0.88 0.88 0.89 0.89 0.89 Adj. Flow (vph) 66 452 140 69 988 37 158 26 73 33 44 185 Shared Lane Traffic (%) Lane Group Flow (vph) 66 452 140 69 988 37 158 99 0 33 44 185 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 12.0 44.0 44.0 24.0 56.0 56.0 27.0 28.0 24.0 25.0 25.0 Total Split (%) 10.0% 36.7% 36.7% 20.0% 46.7% 46.7% 22.5% 23.3% 20.0% 20.8% 20.8% Maximum Green (s) 6.5 38.5 38.5 18.5 50.5 50.5 21.5 22.5 18.5 19.5 19.5 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None None None Max None None 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 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 30.4 24.0 24.0 48.2 38.8 38.8 21.6 22.6 18.6 19.6 19.6 Actuated g/C Ratio 0.29 0.23 0.23 0.45 0.37 0.37 0.20 0.21 0.18 0.18 0.18 v/c Ratio 0.32 0.56 0.28 0.15 0.76 0.06 0.44 0.24 0.05 0.13 0.42 Control Delay 21.4 38.5 3.7 16.5 34.4 0.2 43.2 15.5 39.7 40.1 9.3 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 21.4 38.5 3.7 16.5 34.4 0.2 43.2 15.5 39.7 40.1 9.3 LOS C D A B C A D B D D A Approach Delay 29.4 32.1 32.5 18.3 Approach LOS C C C B Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 106 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 29.8 Intersection LOS: C Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 66 452 140 69 988 37 158 99 33 44 185 v/c Ratio 0.32 0.56 0.28 0.15 0.76 0.06 0.44 0.24 0.05 0.13 0.42 Control Delay 21.4 38.5 3.7 16.5 34.4 0.2 43.2 15.5 39.7 40.1 9.3 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 21.4 38.5 3.7 16.5 34.4 0.2 43.2 15.5 39.7 40.1 9.3 Queue Length 50th (ft) 21 143 0 26 318 0 94 14 9 25 0 Queue Length 95th (ft) 42 192 27 51 394 0 173 62 25 62 61 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 211 1292 688 462 1695 822 361 410 602 344 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.35 0.20 0.15 0.58 0.05 0.44 0.24 0.05 0.13 0.42 Intersection Summary HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 416 129 64 919 34 139 23 64 29 39 165 Future Volume (veh/h) 61 416 129 64 919 34 139 23 64 29 39 165 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 452 140 69 988 37 158 26 0 33 44 0 Peak Hour Factor 0.92 0.92 0.92 0.93 0.93 0.93 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 277 707 315 463 1206 538 376 414 628 358 Arrive On Green 0.04 0.20 0.20 0.18 0.34 0.34 0.21 0.22 0.00 0.18 0.19 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 66 452 140 69 988 37 158 26 0 33 44 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 2.6 11.9 7.9 2.5 25.9 1.6 7.8 1.1 0.0 0.8 2.0 0.0 Cycle Q Clear(g_c), s 2.6 11.9 7.9 2.5 25.9 1.6 7.8 1.1 0.0 0.8 2.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 277 707 315 463 1206 538 376 414 628 358 V/C Ratio(X) 0.24 0.64 0.44 0.15 0.82 0.07 0.42 0.06 0.05 0.12 Avail Cap(c_a), veh/h 321 1345 600 463 1764 787 376 414 628 358 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.1 37.4 35.8 20.1 30.8 22.7 34.7 31.3 0.0 34.4 34.0 0.0 Incr Delay (d2), s/veh 0.4 1.0 1.0 0.7 2.1 0.1 3.4 0.3 0.0 0.2 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 5.0 3.1 1.0 10.5 0.6 3.7 0.5 0.0 0.4 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.5 38.4 36.8 20.7 32.8 22.8 38.1 31.6 0.0 34.5 34.7 0.0 LnGrp LOS C D D C C C D C C C Approach Vol, veh/h 658 1094 184 77 Approach Delay, s/veh 37.3 31.7 37.2 34.7 Approach LOS D C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 24.0 25.8 27.0 25.0 9.7 40.0 24.0 28.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 18.5 38.5 21.5 19.5 6.5 50.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 4.5 13.9 9.8 4.0 4.6 27.9 2.8 3.1 Green Ext Time (p_c), s 0.1 3.1 0.3 0.1 0.0 6.6 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 34.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 118 0 0 232 0 Future Volume (vph) 0 0 0 0 0 0 0 118 0 0 232 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.88 0.88 0.88 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 0 0 0 0 134 0 0 261 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 134 0 0 261 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 15.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 118 0 0 232 0 Future Vol, veh/h 0 0 0 0 0 0 0 118 0 0 232 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 88 88 88 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 134 0 0 261 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 261 - - 134 261 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 778 0 0 915 1303 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 778 - - 915 1303 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 1303 - - - - - - HCM Lane V/C Ratio - - - - - - - HCM Control Delay (s) 0 - - 0 0 - - HCM Lane LOS A - - A A - - HCM 95th %tile Q(veh) 0 - - - - - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 4 155 77 7 89 29 Future Volume (vph) 4 155 77 7 89 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.967 Flt Protected 0.956 0.964 Satd. Flow (prot) 1617 0 0 1781 1736 0 Flt Permitted 0.956 0.964 Satd. Flow (perm) 1617 0 0 1781 1736 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.78 0.78 0.82 0.82 0.88 0.88 Adj. Flow (vph) 5 199 94 9 101 33 Shared Lane Traffic (%) Lane Group Flow (vph) 204 0 0 103 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 31.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Intersection Delay, s/veh 3.9 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 204 103 134 Demand Flow Rate, veh/h 208 105 137 Vehicles Circulating, veh/h 96 103 5 Vehicles Exiting, veh/h 112 39 299 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.4 3.7 3.5 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 208 105 137 Cap Entry Lane, veh/h 1251 1242 1373 Entry HV Adj Factor 0.980 0.979 0.978 Flow Entry, veh/h 204 103 134 Cap Entry, veh/h 1226 1216 1343 V/C Ratio 0.166 0.085 0.100 Control Delay, s/veh 4.4 3.7 3.5 LOS A A A 95th %tile Queue, veh 1 0 0 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 4 0 118 7 0 159 Future Volume (vph) 4 0 118 7 0 159 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 Flt Protected 0.950 Satd. Flow (prot) 1770 0 1848 0 0 1863 Flt Permitted 0.950 Satd. Flow (perm) 1770 0 1848 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 0 128 8 0 173 Shared Lane Traffic (%) Lane Group Flow (vph) 4 0 136 0 0 173 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 18.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 4 136 173 Demand Flow Rate, veh/h 4 139 176 Vehicles Circulating, veh/h 131 0 4 Vehicles Exiting, veh/h 8 180 131 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.0 3.5 3.7 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 4 139 176 Cap Entry Lane, veh/h 1207 1380 1374 Entry HV Adj Factor 1.000 0.982 0.980 Flow Entry, veh/h 4 136 173 Cap Entry, veh/h 1207 1354 1347 V/C Ratio 0.003 0.101 0.128 Control Delay, s/veh 3.0 3.5 3.7 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 929 144 43 630 40 145 73 132 41 43 130 Future Volume (vph) 130 929 144 43 630 40 145 73 132 41 43 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.903 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1682 0 3433 1863 1583 Flt Permitted 0.220 0.132 0.950 0.950 Satd. Flow (perm) 459 3539 1583 246 3539 1583 1770 1682 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 136 123 68 143 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.90 0.90 0.90 0.91 0.91 0.91 Adj. Flow (vph) 138 988 153 47 685 43 161 81 147 45 47 143 Shared Lane Traffic (%) Lane Group Flow (vph) 138 988 153 47 685 43 161 228 0 45 47 143 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 14.0 55.2 55.2 11.2 52.4 52.4 26.0 30.0 23.6 27.6 27.6 Total Split (%) 11.7% 46.0% 46.0% 9.3% 43.7% 43.7% 21.7% 25.0% 19.7% 23.0% 23.0% Maximum Green (s) 8.5 49.7 49.7 5.7 46.9 46.9 20.5 24.5 18.1 22.1 22.1 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None None None None None None 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 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 45.0 38.4 38.4 38.9 33.2 33.2 20.7 24.7 18.3 22.3 22.3 Actuated g/C Ratio 0.42 0.36 0.36 0.36 0.31 0.31 0.19 0.23 0.17 0.21 0.21 v/c Ratio 0.44 0.78 0.23 0.27 0.62 0.07 0.47 0.52 0.08 0.12 0.32 Control Delay 21.7 35.2 6.1 20.4 33.4 0.2 45.9 31.4 41.3 39.0 8.9 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 21.7 35.2 6.1 20.4 33.4 0.2 45.9 31.4 41.3 39.0 8.9 LOS C D A C C A D C D D A Approach Delay 30.3 30.7 37.4 21.1 Approach LOS C C D C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 106.7 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 30.6 Intersection LOS: C Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 138 988 153 47 685 43 161 228 45 47 143 v/c Ratio 0.44 0.78 0.23 0.27 0.62 0.07 0.47 0.52 0.08 0.12 0.32 Control Delay 21.7 35.2 6.1 20.4 33.4 0.2 45.9 31.4 41.3 39.0 8.9 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 21.7 35.2 6.1 20.4 33.4 0.2 45.9 31.4 41.3 39.0 8.9 Queue Length 50th (ft) 49 322 8 18 208 0 100 96 13 27 0 Queue Length 95th (ft) 81 397 49 38 265 0 187 197 33 66 56 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 316 1664 816 171 1570 770 343 442 587 389 444 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.59 0.19 0.27 0.44 0.06 0.47 0.52 0.08 0.12 0.32 Intersection Summary HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 929 144 43 630 40 145 73 132 41 43 130 Future Volume (veh/h) 130 929 144 43 630 40 145 73 132 41 43 130 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 988 153 47 685 43 161 81 0 45 47 0 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 388 1209 539 176 1106 493 353 443 604 399 Arrive On Green 0.06 0.34 0.34 0.04 0.31 0.31 0.20 0.24 0.00 0.17 0.21 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 138 988 153 47 685 43 161 81 0 45 47 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 4.8 26.3 7.3 1.8 17.0 2.0 8.3 3.6 0.0 1.1 2.1 0.0 Cycle Q Clear(g_c), s 4.8 26.3 7.3 1.8 17.0 2.0 8.3 3.6 0.0 1.1 2.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 388 1209 539 176 1106 493 353 443 604 399 V/C Ratio(X) 0.36 0.82 0.28 0.27 0.62 0.09 0.46 0.18 0.07 0.12 Avail Cap(c_a), veh/h 422 1706 761 210 1610 718 353 443 604 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.3 31.2 24.9 25.6 30.4 25.3 36.6 31.5 0.0 35.7 32.9 0.0 Incr Delay (d2), s/veh 0.6 2.2 0.3 0.8 0.6 0.1 4.2 0.9 0.0 0.2 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 10.8 2.8 0.8 6.9 0.8 4.0 1.7 0.0 0.5 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.9 33.4 25.2 26.4 31.0 25.3 40.8 32.4 0.0 36.0 33.5 0.0 LnGrp LOS C C C C C C D C D C Approach Vol, veh/h 1279 775 242 92 Approach Delay, s/veh 31.4 30.4 38.0 34.7 Approach LOS C C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.2 40.7 26.0 27.6 12.2 37.7 23.6 30.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.7 49.7 20.5 22.1 8.5 46.9 18.1 24.5 Max Q Clear Time (g_c+I1), s 3.8 28.3 10.3 4.1 6.8 19.0 3.1 5.6 Green Ext Time (p_c), s 0.0 6.9 0.3 0.1 0.1 4.5 0.1 0.3 Intersection Summary HCM 6th Ctrl Delay 31.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 243 0 0 214 0 Future Volume (vph) 0 0 0 0 0 0 0 243 0 0 214 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 0 0 0 0 0 0 267 0 0 235 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 267 0 0 235 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 243 0 0 214 0 Future Vol, veh/h 0 0 0 0 0 0 0 243 0 0 214 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 267 0 0 235 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 235 - - 267 235 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 804 0 0 772 1332 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 804 - - 772 1332 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 1332 - - - - - - HCM Lane V/C Ratio - - - - - - - HCM Control Delay (s) 0 - - 0 0 - - HCM Lane LOS A - - A A - - HCM 95th %tile Q(veh) 0 - - - - - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 139 75 4 123 120 Future Volume (vph) 0 139 75 4 123 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.933 Flt Protected 0.955 0.975 Satd. Flow (prot) 1611 0 0 1779 1694 0 Flt Permitted 0.955 0.975 Satd. Flow (perm) 1611 0 0 1779 1694 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.87 0.87 0.82 0.82 0.91 0.91 Adj. Flow (vph) 0 160 91 5 135 132 Shared Lane Traffic (%) Lane Group Flow (vph) 160 0 0 96 267 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Intersection Delay, s/veh 4.1 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 160 96 267 Demand Flow Rate, veh/h 163 98 273 Vehicles Circulating, veh/h 93 138 0 Vehicles Exiting, veh/h 143 135 256 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.0 3.8 4.3 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 163 98 273 Cap Entry Lane, veh/h 1255 1199 1380 Entry HV Adj Factor 0.982 0.979 0.978 Flow Entry, veh/h 160 96 267 Cap Entry, veh/h 1232 1173 1350 V/C Ratio 0.130 0.082 0.198 Control Delay, s/veh 4.0 3.8 4.3 LOS A A A 95th %tile Queue, veh 0 0 1 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 0 243 0 0 167 Future Volume (vph) 0 0 243 0 0 167 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 0 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 1863 0 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 264 0 0 182 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 264 0 0 182 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Intersection Delay, s/veh 4.1 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 264 182 Demand Flow Rate, veh/h 0 269 186 Vehicles Circulating, veh/h 269 0 0 Vehicles Exiting, veh/h 0 186 269 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 4.3 3.7 Approach LOS - A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 0 269 186 Cap Entry Lane, veh/h 1049 1380 1380 Entry HV Adj Factor 1.000 0.980 0.980 Flow Entry, veh/h 0 264 182 Cap Entry, veh/h 1049 1353 1353 V/C Ratio 0.000 0.195 0.135 Control Delay, s/veh 3.4 4.3 3.7 LOS A A A 95th %tile Queue, veh 0 1 0 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 416 129 64 919 80 139 53 64 43 48 188 Future Volume (vph) 136 416 129 64 919 80 139 53 64 43 48 188 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.918 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1710 0 3433 1863 1583 Flt Permitted 0.099 0.491 0.950 0.950 Satd. Flow (perm) 207 3539 1583 915 3539 1583 1770 1710 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 140 173 44 194 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.92 0.92 0.92 0.93 0.93 0.93 0.88 0.88 0.88 0.89 0.89 0.89 Adj. Flow (vph) 148 452 140 69 988 86 158 60 73 48 54 211 Shared Lane Traffic (%) Lane Group Flow (vph) 148 452 140 69 988 86 158 133 0 48 54 211 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 17.0 60.0 60.0 11.0 54.0 54.0 25.0 25.5 23.5 24.0 24.0 Total Split (%) 14.2% 50.0% 50.0% 9.2% 45.0% 45.0% 20.8% 21.3% 19.6% 20.0% 20.0% Maximum Green (s) 11.5 54.5 54.5 5.5 48.5 48.5 19.5 20.0 18.0 18.5 18.5 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None None None None None None 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 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 52.7 44.4 44.4 42.4 36.9 36.9 19.6 20.1 18.1 18.6 18.6 Actuated g/C Ratio 0.49 0.41 0.41 0.39 0.34 0.34 0.18 0.19 0.17 0.17 0.17 v/c Ratio 0.54 0.31 0.19 0.17 0.82 0.13 0.49 0.37 0.08 0.17 0.49 Control Delay 23.5 22.2 3.9 15.4 38.4 0.4 47.6 30.8 41.4 42.7 12.2 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 23.5 22.2 3.9 15.4 38.4 0.4 47.6 30.8 41.4 42.7 12.2 LOS C C A B D A D C D D B Approach Delay 19.0 34.1 40.0 22.0 Approach LOS B C D C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 107.8 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 28.8 Intersection LOS: C Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 148 452 140 69 988 86 158 133 48 54 211 v/c Ratio 0.54 0.31 0.19 0.17 0.82 0.13 0.49 0.37 0.08 0.17 0.49 Control Delay 23.5 22.2 3.9 15.4 38.4 0.4 47.6 30.8 41.4 42.7 12.2 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 23.5 22.2 3.9 15.4 38.4 0.4 47.6 30.8 41.4 42.7 12.2 Queue Length 50th (ft) 48 112 0 24 327 0 99 53 14 32 10 Queue Length 95th (ft) 88 151 36 47 404 0 181 121 34 75 80 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 292 1801 874 403 1603 811 322 355 577 322 433 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.25 0.16 0.17 0.62 0.11 0.49 0.37 0.08 0.17 0.49 Intersection Summary HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 136 416 129 64 919 80 139 53 64 43 48 188 Future Volume (veh/h) 136 416 129 64 919 80 139 53 64 43 48 188 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 148 452 140 69 988 86 158 60 0 48 54 0 Peak Hour Factor 0.92 0.92 0.92 0.93 0.93 0.93 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 327 1297 578 371 1206 538 343 370 615 342 Arrive On Green 0.07 0.36 0.36 0.04 0.34 0.34 0.19 0.20 0.00 0.18 0.18 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 148 452 140 69 988 86 158 60 0 48 54 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 4.8 9.4 6.2 2.5 25.7 3.8 8.0 2.7 0.0 1.2 2.5 0.0 Cycle Q Clear(g_c), s 4.8 9.4 6.2 2.5 25.7 3.8 8.0 2.7 0.0 1.2 2.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 327 1297 578 371 1206 538 343 370 615 342 V/C Ratio(X) 0.45 0.35 0.24 0.19 0.82 0.16 0.46 0.16 0.08 0.16 Avail Cap(c_a), veh/h 419 1914 854 393 1703 760 343 370 615 342 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.6 23.4 22.4 20.4 30.6 23.3 36.2 33.7 0.0 34.7 34.8 0.0 Incr Delay (d2), s/veh 1.0 0.2 0.2 0.2 2.2 0.1 4.4 0.9 0.0 0.2 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 3.7 0.0 1.0 10.5 1.4 3.9 1.3 0.0 0.5 1.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.6 23.5 22.6 20.6 32.8 23.5 40.6 34.6 0.0 34.9 35.8 0.0 LnGrp LOS C C C C C C D C C D Approach Vol, veh/h 740 1143 218 102 Approach Delay, s/veh 23.6 31.4 38.9 35.4 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.8 42.4 25.0 24.0 12.4 39.9 23.5 25.5 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 54.5 19.5 18.5 11.5 48.5 18.0 20.0 Max Q Clear Time (g_c+I1), s 4.5 11.4 10.0 4.5 6.8 27.7 3.2 4.7 Green Ext Time (p_c), s 0.0 3.3 0.3 0.1 0.2 6.6 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 29.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 5 0 0 5 5 269 5 0 279 5 Future Volume (vph) 0 0 5 0 0 5 5 269 5 0 279 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.865 0.850 0.997 Flt Protected 0.950 Satd. Flow (prot) 0 0 1611 0 0 1611 1770 1863 1583 0 1857 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1611 0 0 1611 1770 1863 1583 0 1857 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.88 0.88 0.88 0.89 0.89 0.89 Adj. Flow (vph) 0 0 6 0 0 6 6 306 6 0 313 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 6 0 0 6 6 306 6 0 319 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 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 0 0 5 0 0 5 5 269 5 0 279 5 Future Vol, veh/h 0 0 5 0 0 5 5 269 5 0 279 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 88 88 88 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 6 0 0 6 6 306 6 0 313 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 316 - - 306 319 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 724 0 0 734 1241 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 724 - - 734 1241 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10 9.9 0.1 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 1241 - - 724 734 - - HCM Lane V/C Ratio 0.005 - - 0.009 0.009 - - HCM Control Delay (s) 7.9 - - 10 9.9 - - HCM Lane LOS A - - B A - - HCM 95th %tile Q(veh) 0 - - 0 0 - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 5 201 77 7 241 29 Future Volume (vph) 5 201 77 7 241 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.985 Flt Protected 0.956 0.957 Satd. Flow (prot) 1617 0 0 1781 1756 0 Flt Permitted 0.956 0.957 Satd. Flow (perm) 1617 0 0 1781 1756 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.78 0.78 0.82 0.82 0.88 0.88 Adj. Flow (vph) 6 258 94 9 274 33 Shared Lane Traffic (%) Lane Group Flow (vph) 264 0 0 103 307 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 264 103 307 Demand Flow Rate, veh/h 269 105 313 Vehicles Circulating, veh/h 96 279 6 Vehicles Exiting, veh/h 288 40 359 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.8 4.4 4.6 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 269 105 313 Cap Entry Lane, veh/h 1251 1038 1371 Entry HV Adj Factor 0.981 0.979 0.981 Flow Entry, veh/h 264 103 307 Cap Entry, veh/h 1227 1017 1345 V/C Ratio 0.215 0.101 0.228 Control Delay, s/veh 4.8 4.4 4.6 LOS A A A 95th %tile Queue, veh 1 0 1 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 36 5 120 132 14 162 Future Volume (vph) 36 5 120 132 14 162 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.929 Flt Protected 0.958 0.996 Satd. Flow (prot) 1758 0 1730 0 0 1855 Flt Permitted 0.958 0.996 Satd. Flow (perm) 1758 0 1730 0 0 1855 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 39 5 130 143 15 176 Shared Lane Traffic (%) Lane Group Flow (vph) 44 0 273 0 0 191 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 7:00 am 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 44 273 191 Demand Flow Rate, veh/h 45 279 195 Vehicles Circulating, veh/h 133 15 40 Vehicles Exiting, veh/h 161 220 138 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.4 4.4 4.0 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 45 279 195 Cap Entry Lane, veh/h 1205 1359 1325 Entry HV Adj Factor 0.978 0.980 0.982 Flow Entry, veh/h 44 273 191 Cap Entry, veh/h 1178 1332 1301 V/C Ratio 0.037 0.205 0.147 Control Delay, s/veh 3.4 4.4 4.0 LOS A A A 95th %tile Queue, veh 0 1 1 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 226 929 144 43 630 97 145 111 132 126 100 272 Future Volume (vph) 226 929 144 43 630 97 145 111 132 126 100 272 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.918 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1710 0 3433 1863 1583 Flt Permitted 0.166 0.151 0.950 0.950 Satd. Flow (perm) 346 3539 1583 281 3539 1583 1770 1710 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 130 173 47 299 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.90 0.90 0.90 0.91 0.91 0.91 Adj. Flow (vph) 240 988 153 47 685 105 161 123 147 138 110 299 Shared Lane Traffic (%) Lane Group Flow (vph) 240 988 153 47 685 105 161 270 0 138 110 299 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 22.2 52.2 52.2 11.2 41.2 41.2 25.0 33.0 23.6 31.6 31.6 Total Split (%) 18.5% 43.5% 43.5% 9.3% 34.3% 34.3% 20.8% 27.5% 19.7% 26.3% 26.3% Maximum Green (s) 16.7 46.7 46.7 5.7 35.7 35.7 19.5 27.5 18.1 26.1 26.1 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None None None None None None 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 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 48.2 39.5 39.5 34.6 28.9 28.9 19.6 27.7 18.2 26.3 26.3 Actuated g/C Ratio 0.44 0.36 0.36 0.31 0.26 0.26 0.18 0.25 0.16 0.24 0.24 v/c Ratio 0.68 0.78 0.24 0.29 0.74 0.19 0.51 0.58 0.24 0.25 0.50 Control Delay 29.8 37.1 7.0 23.0 42.8 1.0 49.8 37.3 43.5 38.3 7.5 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 29.8 37.1 7.0 23.0 42.8 1.0 49.8 37.3 43.5 38.3 7.5 LOS C D A C D A D D D D A Approach Delay 32.5 36.4 41.9 22.7 Approach LOS C D D C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 110.7 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 33.1 Intersection LOS: C Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 240 988 153 47 685 105 161 270 138 110 299 v/c Ratio 0.68 0.78 0.24 0.29 0.74 0.19 0.51 0.58 0.24 0.25 0.50 Control Delay 29.8 37.1 7.0 23.0 42.8 1.0 49.8 37.3 43.5 38.3 7.5 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 29.8 37.1 7.0 23.0 42.8 1.0 49.8 37.3 43.5 38.3 7.5 Queue Length 50th (ft) 94 336 11 19 234 0 107 142 45 65 0 Queue Length 95th (ft) 143 416 54 40 310 2 189 251 80 125 75 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 399 1502 746 165 1148 630 313 462 564 441 603 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.66 0.21 0.28 0.60 0.17 0.51 0.58 0.24 0.25 0.50 Intersection Summary HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 226 929 144 43 630 97 145 111 132 126 100 272 Future Volume (veh/h) 226 929 144 43 630 97 145 111 132 126 100 272 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 240 988 153 47 685 105 161 123 0 138 110 0 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.90 0.90 0.90 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 413 1188 530 168 937 418 324 480 584 455 Arrive On Green 0.11 0.33 0.33 0.04 0.26 0.26 0.18 0.26 0.00 0.17 0.24 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 240 988 153 47 685 105 161 123 0 138 110 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 9.0 27.5 7.6 2.0 18.8 5.6 8.7 5.6 0.0 3.7 5.1 0.0 Cycle Q Clear(g_c), s 9.0 27.5 7.6 2.0 18.8 5.6 8.7 5.6 0.0 3.7 5.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 413 1188 530 168 937 418 324 480 584 455 V/C Ratio(X) 0.58 0.83 0.29 0.28 0.73 0.25 0.50 0.26 0.24 0.24 Avail Cap(c_a), veh/h 513 1548 691 200 1184 528 324 480 584 455 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.8 32.9 26.3 29.1 36.0 31.1 39.4 31.7 0.0 38.6 32.6 0.0 Incr Delay (d2), s/veh 1.3 3.1 0.3 0.9 1.7 0.3 5.4 1.3 0.0 1.0 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 11.5 2.9 0.9 7.9 2.2 4.3 2.7 0.0 1.6 2.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.1 36.0 26.6 30.0 37.7 31.4 44.8 33.0 0.0 39.5 33.8 0.0 LnGrp LOS C D C C D C D C D C Approach Vol, veh/h 1381 837 284 248 Approach Delay, s/veh 33.4 36.5 39.7 37.0 Approach LOS C D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 41.3 25.0 31.6 16.8 33.8 23.6 33.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.7 46.7 19.5 26.1 16.7 35.7 18.1 27.5 Max Q Clear Time (g_c+I1), s 4.0 29.5 10.7 7.1 11.0 20.8 5.7 7.6 Green Ext Time (p_c), s 0.0 6.3 0.3 0.5 0.4 3.9 0.3 0.6 Intersection Summary HCM 6th Ctrl Delay 35.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 7 0 0 5 9 430 5 0 494 5 Future Volume (vph) 0 0 7 0 0 5 9 430 5 0 494 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.865 0.850 0.999 Flt Protected 0.950 Satd. Flow (prot) 0 0 1611 0 0 1611 1770 1863 1583 0 1861 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1611 0 0 1611 1770 1863 1583 0 1861 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 0 9 0 0 6 10 473 5 0 543 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 9 0 0 6 10 473 5 0 548 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 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 0 0 7 0 0 5 9 430 5 0 494 5 Future Vol, veh/h 0 0 7 0 0 5 9 430 5 0 494 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 9 0 0 6 10 473 5 0 543 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 546 - - 473 548 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 538 0 0 591 1021 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 538 - - 591 1021 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 11.2 0.2 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 1021 - - 538 591 - - HCM Lane V/C Ratio 0.01 - - 0.017 0.011 - - HCM Control Delay (s) 8.6 - - 11.8 11.2 - - HCM Lane LOS A - - B B - - HCM 95th %tile Q(veh) 0 - - 0.1 0 - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 5 416 76 5 311 120 Future Volume (vph) 5 416 76 5 311 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.867 0.962 Flt Protected 0.955 0.965 Satd. Flow (prot) 1615 0 0 1779 1729 0 Flt Permitted 0.955 0.965 Satd. Flow (perm) 1615 0 0 1779 1729 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.87 0.87 0.82 0.82 0.91 0.91 Adj. Flow (vph) 6 478 93 6 342 132 Shared Lane Traffic (%) Lane Group Flow (vph) 484 0 0 99 474 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Intersection Delay, s/veh 6.2 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 484 99 474 Demand Flow Rate, veh/h 494 101 484 Vehicles Circulating, veh/h 95 349 6 Vehicles Exiting, veh/h 355 141 583 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 6.8 4.8 5.9 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 494 101 484 Cap Entry Lane, veh/h 1252 967 1371 Entry HV Adj Factor 0.980 0.979 0.979 Flow Entry, veh/h 484 99 474 Cap Entry, veh/h 1227 946 1343 V/C Ratio 0.394 0.104 0.353 Control Delay, s/veh 6.8 4.8 5.9 LOS A A A 95th %tile Queue, veh 2 0 2 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 178 20 255 99 11 177 Future Volume (vph) 178 20 255 99 11 177 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.986 0.962 Flt Protected 0.957 0.997 Satd. Flow (prot) 1758 0 1792 0 0 1857 Flt Permitted 0.957 0.997 Satd. Flow (perm) 1758 0 1792 0 0 1857 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 193 22 277 108 12 192 Shared Lane Traffic (%) Lane Group Flow (vph) 215 0 385 0 0 204 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2023 Year 2023 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Intersection Delay, s/veh 5.2 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 215 385 204 Demand Flow Rate, veh/h 219 393 208 Vehicles Circulating, veh/h 283 12 197 Vehicles Exiting, veh/h 122 393 305 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 5.6 5.2 4.9 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 219 393 208 Cap Entry Lane, veh/h 1034 1363 1129 Entry HV Adj Factor 0.982 0.981 0.982 Flow Entry, veh/h 215 385 204 Cap Entry, veh/h 1015 1337 1108 V/C Ratio 0.212 0.288 0.184 Control Delay, s/veh 5.6 5.2 4.9 LOS A A A 95th %tile Queue, veh 1 1 1 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 85 583 181 90 1286 48 195 32 90 40 54 230 Future Volume (vph) 85 583 181 90 1286 48 195 32 90 40 54 230 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.889 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1656 0 3433 1863 1583 Flt Permitted 0.083 0.342 0.950 0.950 Satd. Flow (perm) 173 3539 1583 637 3539 1583 1770 1656 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 195 123 101 125 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.89 0.89 0.89 0.90 0.90 0.90 Adj. Flow (vph) 91 627 195 96 1368 51 219 36 101 44 60 256 Shared Lane Traffic (%) Lane Group Flow (vph) 91 627 195 96 1368 51 219 137 0 44 60 256 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 11.0 59.4 59.4 11.6 60.0 60.0 23.0 25.5 23.5 26.0 26.0 Total Split (%) 9.2% 49.5% 49.5% 9.7% 50.0% 50.0% 19.2% 21.3% 19.6% 21.7% 21.7% Maximum Green (s) 5.5 53.9 53.9 6.1 54.5 54.5 17.5 20.0 18.0 20.5 20.5 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None Max Max None Max Max Max None Max None None Walk Time (s) 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 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 59.5 54.0 54.0 61.8 57.0 57.0 18.0 14.7 18.0 14.7 14.7 Actuated g/C Ratio 0.52 0.47 0.47 0.54 0.50 0.50 0.16 0.13 0.16 0.13 0.13 v/c Ratio 0.52 0.38 0.23 0.24 0.78 0.06 0.79 0.46 0.08 0.25 0.83 Control Delay 23.7 21.1 3.4 13.9 29.4 0.1 68.4 19.7 43.6 46.9 46.0 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 23.7 21.1 3.4 13.9 29.4 0.1 68.4 19.7 43.6 46.9 46.0 LOS C C A B C A E B D D D Approach Delay 17.6 27.4 49.6 45.9 Approach LOS B C D D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 114.9 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 29.2 Intersection LOS: C Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 91 627 195 96 1368 51 219 137 44 60 256 v/c Ratio 0.52 0.38 0.23 0.24 0.78 0.06 0.79 0.46 0.08 0.25 0.83 Control Delay 23.7 21.1 3.4 13.9 29.4 0.1 68.4 19.7 43.6 46.9 46.0 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 23.7 21.1 3.4 13.9 29.4 0.1 68.4 19.7 43.6 46.9 46.0 Queue Length 50th (ft) 25 155 0 31 450 0 159 24 14 41 96 Queue Length 95th (ft) 53 217 42 62 592 0 #293 81 33 82 192 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 176 1664 847 402 1755 847 277 373 538 333 385 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.38 0.23 0.24 0.78 0.06 0.79 0.37 0.08 0.18 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 583 181 90 1286 48 195 32 90 40 54 230 Future Volume (veh/h) 85 583 181 90 1286 48 195 32 90 40 54 230 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 627 195 96 1368 51 219 36 0 44 60 0 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.89 0.89 0.89 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 322 1858 829 429 1860 830 299 90 597 99 Arrive On Green 0.04 0.52 0.52 0.05 0.52 0.52 0.17 0.05 0.00 0.17 0.05 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 91 627 195 96 1368 51 219 36 0 44 60 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 2.2 10.6 7.0 2.6 31.1 1.7 12.1 1.9 0.0 1.1 3.3 0.0 Cycle Q Clear(g_c), s 2.2 10.6 7.0 2.6 31.1 1.7 12.1 1.9 0.0 1.1 3.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 322 1858 829 429 1860 830 299 90 597 99 V/C Ratio(X) 0.28 0.34 0.24 0.22 0.74 0.06 0.73 0.40 0.07 0.61 Avail Cap(c_a), veh/h 339 1858 829 454 1860 830 299 359 597 368 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.1 14.4 13.5 10.9 19.2 12.2 41.1 48.1 0.0 36.1 48.3 0.0 Incr Delay (d2), s/veh 0.5 0.5 0.7 0.3 2.6 0.1 14.6 2.9 0.0 0.2 5.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 3.9 2.6 0.9 11.8 0.6 6.5 1.0 0.0 0.5 1.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.6 14.9 14.2 11.2 21.9 12.4 55.7 51.0 0.0 36.3 54.2 0.0 LnGrp LOS B B B B C B E D D D Approach Vol, veh/h 913 1515 255 104 Approach Delay, s/veh 14.9 20.9 55.0 46.6 Approach LOS B C E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.2 60.0 23.0 11.0 10.1 60.0 23.5 10.5 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.1 53.9 17.5 20.5 5.5 54.5 18.0 20.0 Max Q Clear Time (g_c+I1), s 4.6 12.6 14.1 5.3 4.2 33.1 3.1 3.9 Green Ext Time (p_c), s 0.0 4.8 0.2 0.2 0.0 9.8 0.1 0.1 Intersection Summary HCM 6th Ctrl Delay 23.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 165 0 0 325 0 Future Volume (vph) 0 0 0 0 0 0 0 165 0 0 325 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.89 0.89 0.89 0.90 0.90 0.90 Adj. Flow (vph) 0 0 0 0 0 0 0 185 0 0 361 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 185 0 0 361 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 165 0 0 325 0 Future Vol, veh/h 0 0 0 0 0 0 0 165 0 0 325 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 89 89 89 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 185 0 0 361 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 361 - - 185 361 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 684 0 0 857 1198 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 684 - - 857 1198 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 1198 - - - - - - HCM Lane V/C Ratio - - - - - - - HCM Control Delay (s) 0 - - 0 0 - - HCM Lane LOS A - - A A - - HCM 95th %tile Q(veh) 0 - - - - - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 6 216 108 9 125 40 Future Volume (vph) 6 216 108 9 125 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.968 Flt Protected 0.956 0.963 Satd. Flow (prot) 1619 0 0 1781 1736 0 Flt Permitted 0.956 0.963 Satd. Flow (perm) 1619 0 0 1781 1736 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.78 0.78 0.84 0.84 0.88 0.88 Adj. Flow (vph) 8 277 129 11 142 45 Shared Lane Traffic (%) Lane Group Flow (vph) 285 0 0 140 187 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Intersection Delay, s/veh 4.5 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 285 140 187 Demand Flow Rate, veh/h 291 143 191 Vehicles Circulating, veh/h 132 145 8 Vehicles Exiting, veh/h 156 54 415 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 5.2 4.1 3.8 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 291 143 191 Cap Entry Lane, veh/h 1206 1190 1369 Entry HV Adj Factor 0.979 0.978 0.979 Flow Entry, veh/h 285 140 187 Cap Entry, veh/h 1181 1163 1340 V/C Ratio 0.241 0.120 0.140 Control Delay, s/veh 5.2 4.1 3.8 LOS A A A 95th %tile Queue, veh 1 0 0 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 6 0 165 9 0 223 Future Volume (vph) 6 0 165 9 0 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 Flt Protected 0.950 Satd. Flow (prot) 1770 0 1850 0 0 1863 Flt Permitted 0.950 Satd. Flow (perm) 1770 0 1850 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 7 0 179 10 0 242 Shared Lane Traffic (%) Lane Group Flow (vph) 7 0 189 0 0 242 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 21.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Intersection Delay, s/veh 4.0 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 7 189 242 Demand Flow Rate, veh/h 7 193 247 Vehicles Circulating, veh/h 183 0 7 Vehicles Exiting, veh/h 10 254 183 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.2 3.8 4.2 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 7 193 247 Cap Entry Lane, veh/h 1145 1380 1370 Entry HV Adj Factor 1.000 0.981 0.980 Flow Entry, veh/h 7 189 242 Cap Entry, veh/h 1145 1354 1343 V/C Ratio 0.006 0.140 0.180 Control Delay, s/veh 3.2 3.8 4.2 LOS A A A 95th %tile Queue, veh 0 0 1 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 182 1300 201 60 883 56 203 102 186 57 60 182 Future Volume (vph) 182 1300 201 60 883 56 203 102 186 57 60 182 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.903 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1682 0 3433 1863 1583 Flt Permitted 0.129 0.092 0.950 0.950 Satd. Flow (perm) 269 3539 1583 171 3539 1583 1770 1682 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 141 123 67 152 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.95 0.95 0.95 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 192 1368 212 65 949 60 221 111 202 62 65 198 Shared Lane Traffic (%) Lane Group Flow (vph) 192 1368 212 65 949 60 221 313 0 62 65 198 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 16.0 58.0 58.0 10.5 52.5 52.5 24.8 28.0 23.5 26.7 26.7 Total Split (%) 13.3% 48.3% 48.3% 8.8% 43.8% 43.8% 20.7% 23.3% 19.6% 22.3% 22.3% Maximum Green (s) 10.5 52.5 52.5 5.0 47.0 47.0 19.3 22.5 18.0 21.2 21.2 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None None None None None None Max Max Max None None Walk Time (s) 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 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 57.8 49.8 49.8 47.3 42.3 42.3 19.4 22.7 18.1 21.4 21.4 Actuated g/C Ratio 0.50 0.43 0.43 0.41 0.37 0.37 0.17 0.20 0.16 0.19 0.19 v/c Ratio 0.68 0.90 0.28 0.47 0.73 0.09 0.74 0.82 0.12 0.19 0.48 Control Delay 28.5 39.5 8.6 26.3 35.0 0.3 63.2 53.8 44.9 43.9 16.6 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 28.5 39.5 8.6 26.3 35.0 0.3 63.2 53.8 44.9 43.9 16.6 LOS C D A C D A E D D D B Approach Delay 34.6 32.6 57.7 27.4 Approach LOS C C E C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 115.3 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 36.7 Intersection LOS: D Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 192 1368 212 65 949 60 221 313 62 65 198 v/c Ratio 0.68 0.90 0.28 0.47 0.73 0.09 0.74 0.82 0.12 0.19 0.48 Control Delay 28.5 39.5 8.6 26.3 35.0 0.3 63.2 53.8 44.9 43.9 16.6 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 28.5 39.5 8.6 26.3 35.0 0.3 63.2 53.8 44.9 43.9 16.6 Queue Length 50th (ft) 66 501 32 24 317 0 166 189 21 43 31 Queue Length 95th (ft) 111 606 82 47 392 0 #286 #343 42 86 104 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 292 1623 802 139 1454 722 298 384 539 345 416 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.84 0.26 0.47 0.65 0.08 0.74 0.82 0.12 0.19 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 1300 201 60 883 56 203 102 186 57 60 182 Future Volume (veh/h) 182 1300 201 60 883 56 203 102 186 57 60 182 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 192 1368 212 65 949 60 221 111 0 62 65 0 Peak Hour Factor 0.95 0.95 0.95 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 376 1512 675 150 1382 616 295 361 534 341 Arrive On Green 0.07 0.43 0.43 0.04 0.39 0.39 0.17 0.19 0.00 0.15 0.18 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 192 1368 212 65 949 60 221 111 0 62 65 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 6.6 41.9 10.3 2.5 25.9 2.8 13.8 5.9 0.0 1.8 3.4 0.0 Cycle Q Clear(g_c), s 6.6 41.9 10.3 2.5 25.9 2.8 13.8 5.9 0.0 1.8 3.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 376 1512 675 150 1382 616 295 361 534 341 V/C Ratio(X) 0.51 0.90 0.31 0.43 0.69 0.10 0.75 0.31 0.12 0.19 Avail Cap(c_a), veh/h 408 1602 715 160 1434 640 295 361 534 341 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.5 31.2 22.2 27.4 29.7 22.6 46.3 40.3 0.0 42.4 40.4 0.0 Incr Delay (d2), s/veh 1.1 7.4 0.3 2.0 1.3 0.1 15.9 2.2 0.0 0.4 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 18.0 3.9 1.1 10.6 1.1 7.4 3.0 0.0 0.8 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.6 38.7 22.4 29.4 31.0 22.7 62.2 42.5 0.0 42.8 40.6 0.0 LnGrp LOS C D C C C C E D D D Approach Vol, veh/h 1772 1074 332 127 Approach Delay, s/veh 35.1 30.4 55.6 41.7 Approach LOS D C E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 55.0 24.8 26.7 14.2 50.8 23.5 28.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 52.5 19.3 21.2 10.5 47.0 18.0 22.5 Max Q Clear Time (g_c+I1), s 4.5 43.9 15.8 5.4 8.6 27.9 3.8 7.9 Green Ext Time (p_c), s 0.0 5.7 0.2 0.2 0.1 6.0 0.1 0.4 Intersection Summary HCM 6th Ctrl Delay 35.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 340 0 0 300 0 Future Volume (vph) 0 0 0 0 0 0 0 340 0 0 300 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 0 0 1863 0 0 1863 1863 1863 1863 0 1863 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 0 0 0 0 370 0 0 326 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 370 0 0 326 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 340 0 0 300 0 Future Vol, veh/h 0 0 0 0 0 0 0 340 0 0 300 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 370 0 0 326 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 326 - - 370 326 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 715 0 0 676 1234 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 715 - - 676 1234 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 1234 - - - - - - HCM Lane V/C Ratio - - - - - - - HCM Control Delay (s) 0 - - 0 0 - - HCM Lane LOS A - - A A - - HCM 95th %tile Q(veh) 0 - - - - - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 195 105 6 172 169 Future Volume (vph) 0 195 105 6 172 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.933 Flt Protected 0.955 0.975 Satd. Flow (prot) 1611 0 0 1779 1694 0 Flt Permitted 0.955 0.975 Satd. Flow (perm) 1611 0 0 1779 1694 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 212 114 7 187 184 Shared Lane Traffic (%) Lane Group Flow (vph) 212 0 0 121 371 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 212 121 371 Demand Flow Rate, veh/h 216 123 379 Vehicles Circulating, veh/h 116 191 0 Vehicles Exiting, veh/h 198 188 332 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.5 4.2 5.0 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 216 123 379 Cap Entry Lane, veh/h 1226 1136 1380 Entry HV Adj Factor 0.981 0.983 0.979 Flow Entry, veh/h 212 121 371 Cap Entry, veh/h 1203 1116 1351 V/C Ratio 0.176 0.108 0.275 Control Delay, s/veh 4.5 4.2 5.0 LOS A A A 95th %tile Queue, veh 1 0 1 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 0 340 0 0 233 Future Volume (vph) 0 0 340 0 0 233 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 0 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 1863 0 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 370 0 0 253 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 370 0 0 253 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 60 9 60 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Intersection Delay, s/veh 4.7 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 370 253 Demand Flow Rate, veh/h 0 377 258 Vehicles Circulating, veh/h 377 0 0 Vehicles Exiting, veh/h 0 258 377 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 0.0 5.0 4.2 Approach LOS - A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 0 377 258 Cap Entry Lane, veh/h 939 1380 1380 Entry HV Adj Factor 1.000 0.980 0.980 Flow Entry, veh/h 0 370 253 Cap Entry, veh/h 939 1353 1353 V/C Ratio 0.000 0.273 0.187 Control Delay, s/veh 3.8 5.0 4.2 LOS A A A 95th %tile Queue, veh 0 1 1 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 161 583 181 90 1286 93 195 63 90 54 63 254 Future Volume (vph) 161 583 181 90 1286 93 195 63 90 54 63 254 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.912 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1699 0 3433 1863 1583 Flt Permitted 0.073 0.367 0.950 0.950 Satd. Flow (perm) 152 3539 1583 684 3539 1583 1770 1699 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 195 123 51 132 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.89 0.89 0.89 0.90 0.90 0.90 Adj. Flow (vph) 173 627 195 96 1368 99 219 71 101 60 70 282 Shared Lane Traffic (%) Lane Group Flow (vph) 173 627 195 96 1368 99 219 172 0 60 70 282 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 14.0 60.0 60.0 11.5 57.5 57.5 23.0 25.5 23.0 25.5 25.5 Total Split (%) 11.7% 50.0% 50.0% 9.6% 47.9% 47.9% 19.2% 21.3% 19.2% 21.3% 21.3% Maximum Green (s) 8.5 54.5 54.5 6.0 52.0 52.0 17.5 20.0 17.5 20.0 20.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None Max Max None Max Max Max None Max None None Walk Time (s) 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 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 63.1 54.6 54.6 58.1 52.1 52.1 18.0 15.8 18.0 15.8 15.8 Actuated g/C Ratio 0.54 0.47 0.47 0.50 0.45 0.45 0.15 0.14 0.15 0.14 0.14 v/c Ratio 0.80 0.38 0.23 0.24 0.86 0.13 0.80 0.63 0.11 0.28 0.86 Control Delay 50.5 21.4 3.4 14.3 36.7 2.4 70.4 43.3 44.4 47.4 50.0 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 50.5 21.4 3.4 14.3 36.7 2.4 70.4 43.3 44.4 47.4 50.0 LOS D C A B D A E D D D D Approach Delay 22.9 33.2 58.5 48.7 Approach LOS C C E D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 116.5 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 35.0 Intersection LOS: C Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 173 627 195 96 1368 99 219 172 60 70 282 v/c Ratio 0.80 0.38 0.23 0.24 0.86 0.13 0.80 0.63 0.11 0.28 0.86 Control Delay 50.5 21.4 3.4 14.3 36.7 2.4 70.4 43.3 44.4 47.4 50.0 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 50.5 21.4 3.4 14.3 36.7 2.4 70.4 43.3 44.4 47.4 50.0 Queue Length 50th (ft) 66 161 0 33 492 0 164 86 20 48 113 Queue Length 95th (ft) #177 214 42 62 #619 21 #293 158 41 92 #238 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 215 1658 845 397 1582 775 273 334 530 320 381 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.38 0.23 0.24 0.86 0.13 0.80 0.51 0.11 0.22 0.74 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 161 583 181 90 1286 93 195 63 90 54 63 254 Future Volume (veh/h) 161 583 181 90 1286 93 195 63 90 54 63 254 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 173 627 195 96 1368 99 219 71 0 60 70 0 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.89 0.89 0.89 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 337 1848 824 426 1790 799 297 109 577 109 Arrive On Green 0.06 0.52 0.52 0.04 0.50 0.50 0.17 0.06 0.00 0.17 0.06 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 173 627 195 96 1368 99 219 71 0 60 70 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 4.3 10.8 7.1 2.7 32.5 3.5 12.2 3.9 0.0 1.5 3.8 0.0 Cycle Q Clear(g_c), s 4.3 10.8 7.1 2.7 32.5 3.5 12.2 3.9 0.0 1.5 3.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 337 1848 824 426 1790 799 297 109 577 109 V/C Ratio(X) 0.51 0.34 0.24 0.23 0.76 0.12 0.74 0.65 0.10 0.64 Avail Cap(c_a), veh/h 377 1848 824 448 1790 799 297 357 577 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.6 14.7 13.8 11.7 21.0 13.8 41.5 48.3 0.0 37.0 48.3 0.0 Incr Delay (d2), s/veh 1.2 0.5 0.7 0.3 3.2 0.3 15.0 6.4 0.0 0.4 6.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.0 2.6 1.0 12.6 1.3 6.6 2.0 0.0 0.7 2.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 15.2 14.4 12.0 24.1 14.1 56.5 54.7 0.0 37.4 54.4 0.0 LnGrp LOS C B B B C B E D D D Approach Vol, veh/h 995 1563 290 130 Approach Delay, s/veh 16.0 22.8 56.0 46.6 Approach LOS B C E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.2 60.0 23.0 11.6 11.9 58.3 23.0 11.6 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.0 54.5 17.5 20.0 8.5 52.0 17.5 20.0 Max Q Clear Time (g_c+I1), s 4.7 12.8 14.2 5.8 6.3 34.5 3.5 5.9 Green Ext Time (p_c), s 0.0 4.9 0.2 0.2 0.1 8.9 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 5 0 0 5 5 317 5 0 371 5 Future Volume (vph) 0 0 5 0 0 5 5 317 5 0 371 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.865 0.850 0.998 Flt Protected 0.950 Satd. Flow (prot) 0 0 1611 0 0 1611 1770 1863 1583 0 1859 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1611 0 0 1611 1770 1863 1583 0 1859 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.89 0.89 0.89 0.90 0.90 0.90 Adj. Flow (vph) 0 0 6 0 0 6 6 356 6 0 412 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 6 0 0 6 6 356 6 0 418 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 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 0 0 5 0 0 5 5 317 5 0 371 5 Future Vol, veh/h 0 0 5 0 0 5 5 317 5 0 371 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 89 89 89 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 6 0 0 6 6 356 6 0 412 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 415 - - 356 418 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 637 0 0 688 1141 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 637 - - 688 1141 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.7 10.3 0.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 1141 - - 637 688 - - HCM Lane V/C Ratio 0.005 - - 0.01 0.009 - - HCM Control Delay (s) 8.2 - - 10.7 10.3 - - HCM Lane LOS A - - B B - - HCM 95th %tile Q(veh) 0 - - 0 0 - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 6 263 108 9 276 40 Future Volume (vph) 6 263 108 9 276 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.983 Flt Protected 0.956 0.958 Satd. Flow (prot) 1617 0 0 1781 1754 0 Flt Permitted 0.956 0.958 Satd. Flow (perm) 1617 0 0 1781 1754 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.78 0.78 0.84 0.84 0.88 0.88 Adj. Flow (vph) 8 337 129 11 314 45 Shared Lane Traffic (%) Lane Group Flow (vph) 345 0 0 140 359 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 50.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Intersection Delay, s/veh 5.3 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 345 140 359 Demand Flow Rate, veh/h 352 143 366 Vehicles Circulating, veh/h 132 320 8 Vehicles Exiting, veh/h 331 54 476 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 5.8 5.0 5.0 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 352 143 366 Cap Entry Lane, veh/h 1206 996 1369 Entry HV Adj Factor 0.980 0.978 0.981 Flow Entry, veh/h 345 140 359 Cap Entry, veh/h 1182 973 1342 V/C Ratio 0.292 0.144 0.267 Control Delay, s/veh 5.8 5.0 5.0 LOS A A A 95th %tile Queue, veh 1 1 1 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 38 5 167 134 14 226 Future Volume (vph) 38 5 167 134 14 226 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.940 Flt Protected 0.957 0.997 Satd. Flow (prot) 1756 0 1751 0 0 1857 Flt Permitted 0.957 0.997 Satd. Flow (perm) 1756 0 1751 0 0 1857 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 41 5 182 146 15 246 Shared Lane Traffic (%) Lane Group Flow (vph) 46 0 328 0 0 261 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 60 60 60 60 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 10/04/2022 Mulberry/I-25 7:00 am 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Intersection Intersection Delay, s/veh 4.6 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 46 328 261 Demand Flow Rate, veh/h 47 335 266 Vehicles Circulating, veh/h 186 15 42 Vehicles Exiting, veh/h 164 293 191 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.6 4.8 4.5 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 47 335 266 Cap Entry Lane, veh/h 1141 1359 1322 Entry HV Adj Factor 0.979 0.980 0.981 Flow Entry, veh/h 46 328 261 Cap Entry, veh/h 1117 1332 1298 V/C Ratio 0.041 0.247 0.201 Control Delay, s/veh 3.6 4.8 4.5 LOS A A A 95th %tile Queue, veh 0 1 1 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 278 1300 201 60 883 113 203 140 186 143 117 325 Future Volume (vph) 278 1300 201 60 883 113 203 140 186 143 117 325 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 200 250 300 200 0 100 0 Storage Lanes 2 1 1 1 1 0 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor *0.56 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.914 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1982 3539 1583 1770 3539 1583 1770 1703 0 3433 1863 1583 Flt Permitted 0.093 0.103 0.950 0.950 Satd. Flow (perm) 194 3539 1583 192 3539 1583 1770 1703 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 139 173 50 234 Link Speed (mph) 50 50 30 30 Link Distance (ft) 587 505 347 390 Travel Time (s) 8.0 6.9 7.9 8.9 Peak Hour Factor 0.95 0.95 0.95 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 293 1368 212 65 949 122 221 152 202 155 127 353 Shared Lane Traffic (%) Lane Group Flow (vph) 293 1368 212 65 949 122 221 354 0 155 127 353 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 4 Lanes, Volumes, Timings JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 2 1 6 6 3 8 7 4 4 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) 10.5 23.5 23.5 10.5 23.5 23.5 23.5 23.5 23.5 23.5 23.5 Total Split (s) 22.0 57.0 57.0 10.5 45.5 45.5 24.8 29.0 23.5 27.7 27.7 Total Split (%) 18.3% 47.5% 47.5% 8.8% 37.9% 37.9% 20.7% 24.2% 19.6% 23.1% 23.1% Maximum Green (s) 16.5 51.5 51.5 5.0 40.0 40.0 19.3 23.5 18.0 22.2 22.2 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 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 None None None None None None Max Max Max None None Walk Time (s) 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 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 58.7 50.5 50.5 42.5 37.5 37.5 19.4 23.6 18.1 22.3 22.3 Actuated g/C Ratio 0.50 0.43 0.43 0.36 0.32 0.32 0.17 0.20 0.15 0.19 0.19 v/c Ratio 0.87 0.89 0.28 0.47 0.84 0.20 0.76 0.92 0.29 0.36 0.72 Control Delay 54.6 40.0 8.9 28.6 44.4 1.9 64.8 71.2 46.5 45.7 24.8 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 54.6 40.0 8.9 28.6 44.4 1.9 64.8 71.2 46.5 45.7 24.8 LOS D D A C D A E E D D C Approach Delay 38.8 38.9 68.7 34.3 Approach LOS D D E C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 116.9 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 42.2 Intersection LOS: D Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 * User Entered Value Splits and Phases: 1: E Frontage Road & Mulberry St Queues JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 293 1368 212 65 949 122 221 354 155 127 353 v/c Ratio 0.87 0.89 0.28 0.47 0.84 0.20 0.76 0.92 0.29 0.36 0.72 Control Delay 54.6 40.0 8.9 28.6 44.4 1.9 64.8 71.2 46.5 45.7 24.8 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 54.6 40.0 8.9 28.6 44.4 1.9 64.8 71.2 46.5 45.7 24.8 Queue Length 50th (ft) 143 510 33 24 351 0 166 239 55 87 85 Queue Length 95th (ft) #275 #625 85 48 434 14 #286 #429 88 148 200 Internal Link Dist (ft) 507 425 267 310 Turn Bay Length (ft) 200 200 250 300 200 100 Base Capacity (vph) 350 1563 776 137 1217 658 292 383 529 354 490 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.88 0.27 0.47 0.78 0.19 0.76 0.92 0.29 0.36 0.72 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary JR Engineering 1: E Frontage Road & Mulberry St 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 278 1300 201 60 883 113 203 140 186 143 117 325 Future Volume (veh/h) 278 1300 201 60 883 113 203 140 186 143 117 325 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 293 1368 212 65 949 122 221 152 0 155 127 0 Peak Hour Factor 0.95 0.95 0.95 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 408 1495 667 147 1236 551 293 375 531 354 Arrive On Green 0.11 0.42 0.42 0.04 0.35 0.35 0.16 0.20 0.00 0.15 0.19 0.00 Sat Flow, veh/h 1995 3554 1585 1781 3554 1585 1781 1870 0 3456 1870 1585 Grp Volume(v), veh/h 293 1368 212 65 949 122 221 152 0 155 127 0 Grp Sat Flow(s),veh/h/ln 998 1777 1585 1781 1777 1585 1781 1870 0 1728 1870 1585 Q Serve(g_s), s 10.6 42.5 10.5 2.7 27.9 6.4 13.9 8.3 0.0 4.7 6.9 0.0 Cycle Q Clear(g_c), s 10.6 42.5 10.5 2.7 27.9 6.4 13.9 8.3 0.0 4.7 6.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 408 1495 667 147 1236 551 293 375 531 354 V/C Ratio(X) 0.72 0.92 0.32 0.44 0.77 0.22 0.75 0.41 0.29 0.36 Avail Cap(c_a), veh/h 469 1562 696 156 1236 551 293 375 531 354 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.3 32.0 22.7 29.1 34.0 27.0 46.7 40.8 0.0 44.0 41.3 0.0 Incr Delay (d2), s/veh 4.5 8.5 0.3 2.1 3.0 0.2 16.3 3.2 0.0 1.4 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 18.5 4.0 1.2 11.8 2.5 7.5 4.2 0.0 2.1 3.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.7 40.5 23.0 31.2 37.0 27.2 63.0 44.0 0.0 45.3 41.9 0.0 LnGrp LOS C D C C D C E D D D Approach Vol, veh/h 1873 1136 373 282 Approach Delay, s/veh 36.9 35.6 55.3 43.8 Approach LOS D D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 54.8 24.8 27.7 18.4 46.3 23.5 29.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 51.5 19.3 22.2 16.5 40.0 18.0 23.5 Max Q Clear Time (g_c+I1), s 4.7 44.5 15.9 8.9 12.6 29.9 6.7 10.3 Green Ext Time (p_c), s 0.0 4.8 0.2 0.5 0.4 4.5 0.3 0.6 Intersection Summary HCM 6th Ctrl Delay 38.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 5 0 0 5 5 527 5 0 580 5 Future Volume (vph) 0 0 5 0 0 5 5 527 5 0 580 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 90 0 75 0 Storage Lanes 0 1 0 1 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.865 0.850 0.999 Flt Protected 0.950 Satd. Flow (prot) 0 0 1611 0 0 1611 1770 1863 1583 0 1861 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1611 0 0 1611 1770 1863 1583 0 1861 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 190 167 390 226 Travel Time (s) 4.3 3.8 8.9 5.1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 6 0 0 6 5 573 5 0 630 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 6 0 0 6 5 573 5 0 635 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 2: 3/4 Access & E Frontage Road 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 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 0 0 5 0 0 5 5 527 5 0 580 5 Future Vol, veh/h 0 0 5 0 0 5 5 527 5 0 580 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 90 - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 78 78 78 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 6 0 0 6 5 573 5 0 630 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 633 - - 573 635 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 4.12 - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 2.218 - - - - - Pot Cap-1 Maneuver 0 0 480 0 0 519 948 - - 0 - - Stage 1 0 0 - 0 0 - - - - 0 - - Stage 2 0 0 - 0 0 - - - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 480 - - 519 948 - - - - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.6 12 0.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) 948 - - 480 519 - - HCM Lane V/C Ratio 0.006 - - 0.013 0.012 - - HCM Control Delay (s) 8.8 - - 12.6 12 - - HCM Lane LOS A - - B B - - HCM 95th %tile Q(veh) 0 - - 0 0 - - Lanes, Volumes, Timings JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 5 472 106 6 360 169 Future Volume (vph) 5 472 106 6 360 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 50 0 Storage Lanes 0 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.866 0.957 Flt Protected 0.955 0.967 Satd. Flow (prot) 1613 0 0 1779 1724 0 Flt Permitted 0.955 0.967 Satd. Flow (perm) 1613 0 0 1779 1724 0 Link Speed (mph) 30 30 30 Link Distance (ft) 527 176 226 Travel Time (s) 12.0 4.0 5.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 513 115 7 391 184 Shared Lane Traffic (%) Lane Group Flow (vph) 518 0 0 122 575 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 3: E Frontage Road & Collector Rd 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Intersection Delay, s/veh 6.9 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 518 122 575 Demand Flow Rate, veh/h 528 124 587 Vehicles Circulating, veh/h 117 399 5 Vehicles Exiting, veh/h 406 193 640 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 7.4 5.3 6.8 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 528 124 587 Cap Entry Lane, veh/h 1225 919 1373 Entry HV Adj Factor 0.981 0.983 0.980 Flow Entry, veh/h 518 122 575 Cap Entry, veh/h 1201 903 1345 V/C Ratio 0.431 0.135 0.428 Control Delay, s/veh 7.4 5.3 6.8 LOS A A A 95th %tile Queue, veh 2 0 2 Lanes, Volumes, Timings JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 178 20 352 99 11 244 Future Volume (vph) 178 20 352 99 11 244 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.986 0.970 Flt Protected 0.957 0.998 Satd. Flow (prot) 1758 0 1807 0 0 1859 Flt Permitted 0.957 0.998 Satd. Flow (perm) 1758 0 1807 0 0 1859 Link Speed (mph) 30 30 30 Link Distance (ft) 366 677 726 Travel Time (s) 8.3 15.4 16.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 193 22 383 108 12 265 Shared Lane Traffic (%) Lane Group Flow (vph) 215 0 491 0 0 277 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th Roundabout JR Engineering 4: Collector Rd & Industrial Access 09/22/2022 Mulberry/I-25 5:00 pm 07/01/2040 Year 2040 Total Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Intersection Intersection Delay, s/veh 6.0 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 215 491 277 Demand Flow Rate, veh/h 219 501 282 Vehicles Circulating, veh/h 391 12 197 Vehicles Exiting, veh/h 122 467 413 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 6.4 6.1 5.6 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 219 501 282 Cap Entry Lane, veh/h 926 1363 1129 Entry HV Adj Factor 0.982 0.981 0.981 Flow Entry, veh/h 215 491 277 Cap Entry, veh/h 909 1337 1107 V/C Ratio 0.236 0.368 0.250 Control Delay, s/veh 6.4 6.1 5.6 LOS A A A 95th %tile Queue, veh 1 2 1